HomeMy WebLinkAboutPGeotech Elsinore City Ctr + ��� RECEIVED VEU i 5 1390
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and Associates, Inc.
_J
May 15, 1990
Project B4191-02
CITY OF � '
Turrini & Brink Fc
3242 Halladay
Suite 100 MAR 9 1993
Santa Ana, California 92705 ENGINEERING DEPARTMENT
' Attention: Mr. Eric Boos
Subject: Preliminary Geotechnical Investigation =f
Proposed Elsinore City Center "n
Grate Street and Railroad Canyon Road
Lak Elsinore Citv. California
Gentlemen:
I
1. INTRODUCTION
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a) In accordance with your request, we have tie%1 p,■■■■:::::iNi
performed a preliminary geotechnical "wn■■ ,maa■■nsummmm■
investigation on the above referenced �;�;; ;9;mmmummmomm
property. The results of they;;;
investigation are presented in this
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b) The purpose of our investigation was to ■■■■■ ;,■■■.■■■■■■■■■
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collect geologic and soils data, evaluate a■■■■ ,a■a■■■■■■■■■■
the site conditions in consideration of -,Qwmm
the planned grading, and to provide =insoan
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site development. ■E■■S■■■ ■■■■■■■MSMm■SE
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c) We have reviewed the Elsinore City Center ■NNN■ ■■MM■M■■■M■■
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Concept Plan, prepared by Turri_ni and ■OMEN E■■EM■E■■M■MM■
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Brink, dated March 29, 1990 . This 1 : 12 0 0 nNsNO M�Q�����UB"
' scale conceptual grading plan was used as 00800000m INIMMMMMMMMMU
the base map for our Geologic Map, Plate 00nmoOus
1 . Some of the elevation contours were InoIso
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The proposed development will consist of ■■■■■ ■■■■■■■■■■■■
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fourteen buildings for commercial, ■ENE■ ■■■
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retail , and restaurant use . S■RO■■ �■■■■■■■■■■■ 1
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Architectural and structural plans and ���� an
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Geologic and Soil Engineers L e_9i,1� ■NN■■■NN !Non ■■■NNN■■■■■NNN S ■MEEK►-- E■ ■■NNE■■■■ ■■■E
Corporate Office ■■S■r Ron i� YS ■■■S■SSS■11111
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15621 Red Hill Avenue, Suite 210, Tustin, CA 92680, (714)259-9111, FAX(714) 259-0373 ■■■■. �• iili. ■R■■■RS■■us■■Son
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Inland Empire Office MORE■ ■■MEMINNI■■■E■E■■■■■■
1894 Commercenter West, Suite 108, San Bernardino, CA 92408 714 884-5664, FAX 714 888-2360 """""""""■""""
Turrini & Brink
May 15 , 1990
Project B4191-02
Page 2
2 . SCOPE OF WORK
The scope of services provided for this investigation is
outlined below:
a) Review of geotechnical reports and maps (see
Appendix A - References) ;
b) Analyses of stereo pairs of aerial photographs (see
Appendix A - References ) ;
c) Review of ground water data;
d) Preliminary planning and preparation;
e) Surface geologic mapping;
f) Seismic refraction exploration for excavatability
evaluation;
g) Excavation of 10 borings to depths ranging from 8 to 26
feet;
h) Logging and sampling of materials encountered in the
borings;
i) Laboratory testing of samples obtained during the
fieldinvestigation to determine engineering properties;
j ) Preparation of geologic maps and cross sections;
k) Geologic and engineering analyses of the field and
laboratory data; and
1) Preparation of this report presenting our findings,
conclusions and recommendations .
3. FIELD EXPLORATION
The field exploration is described in Appendix B, which
includes the Logs of the Borings . The Logs of Test Pits from
our previous investigation are also included. The results of
our Seismic Refraction exploration are presented in Appendix
C.
Turrini & Brink
May 15, 1990
Project B4191-02
Page 3
4 . LABORATORY TESTING
The laboratory testing program, including descriptions of the
tests and the results, is presented in Appendix D.
5 . SLOPE STABILITY ANALYSES
Slope stability analyses are presented in Appendix E.
6 . SITE DESCRIPTION
6 . 1 Location
a) The roughly triangular property fronts along Grape
Street about 100± feet south of its intersection
with Railroad Canyon Road in Lake Elsinore,
California. The approximate site location is shown
on the Location Map, Figure 1.
b) The 50± acre parcel is located on the eastern edge
of the Elsinore trough in the west-central part of
the Peninsular ranges, in Riverside County,
California.
6. 2 Surface Description
a) A two-story, wood-frame structure is present off-
site, towards the corner of Grape Street and
Railroad Canyon Road. Except for the adjacent
streets, the site is presently undeveloped.
b) The westerly third of the property, adjacent to
Grape Street, consists of relatively flat to gently
rolling topography consisting of alluviated
drainages and spur ridges .
c) The easterly two-thirds of the site consists of a
northwesterly trending ridge which has been
dissected into numerous spur ridges and drainages .
d) Numerous granitic boulders outcrop on the slopes
and on the ridges.
e) Two partially completed cut slopes have been
constructed on the northeast corner of the project
site for the widening of Railroad Canyon Road.
LOCATION MAP
°,i. P I j %! 1! �ic 1..'•).� i»/W - mall',:
} �/_ t/i�'N. 'll� 1• •J .aahe� •�l1�S 7—1 ylr�i �`• — �1 �:1, r / ( —
41
t •,' „r:% Gags+ �'` ` , 1 �- +` /f
�.; / �1 O 1 /•! LCANYON
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281
to
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,�rll A �f° ,_L- � �'I� i' •20� � 1
it \: :. •�_; :,C'.: j 1 •^ • ' �`� -�i�•JI •:. -I +.'\ •)S;
75
21
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0 Bass Map: USGS Lake Elsinore Quadrangle
R 7.5 Minute Series, 1973
T
H
2000 0 2000 11000
scale feet
Grape Street a Railroad Canyon Road
G. A. NICOLL & ASSOCIATES Date: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Figure No
4191— 02 I
BISHpP GRAPHICSIACCUPRESS
Turrini & Brink
May 15, 1990
Project B4191-02
Page 4
f) Slope gradients range from near level in the
alluviated areas to about 3/4 : 1 (horizontal to
vertical) on the cut-slopes along Railroad Canyon
Road.
g) Except for the steep slope areas, the site is
generally accessible to vehicular traffic . Numerous
off-road vehicle roads are evident on the site.
h) The property is covered with a moderate to heavy
growth of indigenous grasses and cactus, and some
scattered trash.
6 . 3 Drainage 91
a) Drainage consists of sheet flow runoff of incident
rainfall derived primarily within the parcel
boundaries .
b) Site tributary drainage, northerly and southwesterly
eventually merge into the San Jacinto River which,
in turn, drains into Lake Elsinore.
7 . GEOLOGY
7 . 1 Geologic Setting
a) The site is located along the east side of the
Elsinore Valley, which is situated along the
southwest boundary of the Perris Peneplain, in the
Peninsular Ranges Geomorphic Province. Jurassic-
age volcanic rocks and Cretaceous-age granitic rocks
form the bedrock in the general area.
b) The geologic structure of the Elsinore Valley is
characterized by a complex of northeast-trending
faults which have developed in response to tectonic
activity along the Elsinore fault zone.
7 . 2 Soil and Bedrock Units
7 . 2 . 1 Fill
a) Aerial photographs taken in 1960 disclose
previous grading along the northeast
portion of the site. Apparently the
grading consisted mostly of cut. However
Turrini & Brink
May 15, 1990
Project B4191-02
Page 5
some gullies in the northeast portion of
the 'site may have received fill .
b) The aerial photo base map used in our
previous report, Project B4191-01 dated
December 12, 1989, shows areas of closed
contour which were not observed on site.
These areas have been filled by either
natural rapid deposition of alluvial soils
or by grading.
c) No fill was encountered in our test pits
or borings .
7 . 2 .2 Surficial Slone Failure (Osf) *
a) A surficial slope failure appears to have
occurred on the easterly side of the main
ridge.
b) Only the scarp of the slope failure was
observed, and it appeared to be about 2
feet in thickness .
c) The location of the surficial slope
failure is shown on the Geologic Map,
Plate 1.
7 . 2 . 3 Slope Wash
a) Holocene-age slope wash was observed in
Test Pit TP-14 during our previous
investigation.
b) The slope wash consists of Silty Clayey
SAND, which was found to be fine-to
coarse-grained, dry and loose.
c) Where encountered the slope wash is about
2 .5 feet thick. Slope wash is not shown
as a separate unit on the Geologic Map.
*Refers to map symbols on the key, Plate 1.
Turrini & Brink
May 15, 1990
Project B4191-02
Page 6
7 .2 . 4 Topsoil
a) Topsoil was observed in Test Pits TP-2,
TP-3, TP-7, TP-12, TP-13, TP-15, TP-16,
and TP-17 during our previous
investigation and in Borings B-1, and B-
2 .
b) The topsoil consists of Sandy CLAY and
Clayey to Silty SAND.
c) The Sandy CLAY topsoil is brown to dark
red brown, dry, stiff and slightly porous .
d) The SAND is fine-to coarse-grained, brown,
dry, loose and porous .
e) Topsoil thicknesses range from about
3 inches to 2 feet. Topsoil is not shown
as a separate unit on the Geologic Map.
7 .2 . 5 Alluvium (QaIJ*
a) Quaternary-age alluvium was encountered
in Test Pits TP-1, TP-4, TP-5, TP-6, TP-
8, TP-9, TP-10, TP-11 and TP-20 during our
previous investigation and in Borings B-
5, B-6, B-7, B-8, B-9 , and B-10 .
b) The alluvium consists of fine-to coarse-
grained, brown, Clayey to Silty SAND.
c) The alluvium encountered in Boring B-5 had
gravel between 9 and 13 feet below
existing grade surface.
d) The SAND was dry to moist, very porous
and medium dense to dense at the time of
exploration.
e) Alluvial thickness exceeds 26 feet, with
the thickest portion observed in the
southern half of the parcel.
*Refers to map symbols on the key, Plate 1.
Turrini & Brink
May 15 , 1990
Project B4191-02
Page 7
7 .2 . 6 . Granodiorite (Rgr)*
a) Intrusive holocrystalline granitic rocks
consisting of Granodiorite comprise most
of the hillsides and underlay most of the
alluviaal areas .
b) The granodiorite is moderately jointed
and light colored, coarse-grained and
dense.
c) Excavation into the granodiorite was
limited to 23 feet due to difficult
drilling. '
d) Boulders or residual core stones of the
granodiorite outcrop on the northeastern-
most and west central ridges .
7 . 2 . 7 . Santiago Peak Volcanics (Jsp)*
a) At the site, the Santiago Peak Volcanics
are composed of volcanic rocks, consisting
principally of latite and dacite porphyry.
b) These fine-grained, gray volcanics are
present on the northwestern most ridge,
behind the adjacent existing commercial
building and as a narrow outcrop along a
low-lying ridge to the south.
* Refers to map symbols on the key, Plate 1.
8 . STRUCTURAL GEOLOGY
a) The geologic structure of the Elsinore Valley is
characterized by a series of northwest-trending faults
that delineate a group of down-dropped blocks that have
formed the valley. Folding and faulting in the general
area has occurred in response to tectonic activity along
the Elsinore Fault zone.
b) The Granodiorite and Santiago Peak Volcanics are
characterized by variably high-angle joints and fractures
which range from 40° to vertical .
Turrini & Brink
May 15, 1990
Project B4191-02
Page 8
c) No evidence of active faulting was observed, or is known
to occur on the site.
d) No landslides were observed.
9 . GROUND WATER
a) Ground water was not encountered on the existing slopes
or in our exploratory excavations to the depths explored.
b) No known water wells are present on the site.
10 . SEISMICITY
a) Seismic risk in Southern California is a well recognized
factor, and is directly related to geologic fault
activity. Seismic damage potential depends on the
proximity to active or potentially active fault zones,
and on the type of geologic structures . In relative
terms, seismic damage is generally less intense in
consolidated formations, i.e. bedrock than in
unconsolidated materials, such as alluvium.
b) In Southern California, most of this seismic damage to
man-made structures results from ground shaking and to
a lesser degree form liquefaction and ground rupture
caused by earthquakes along active fault zones . In
general, the greater the magnitude of the earthquake,
the greater the potential damage.
c) Seismic hazards at this site are attributed to ground
shaking as a result of an earthquake epicentered on an
active fault.
d) Figure 2 shows the geographical relationship among the
site locations, nearby faults and the epicenters of
significant occurrences . Figure 3 gives the seismic
parameters affecting the subject site. With one
exception, historic seismic events along the Elsinore
fault zone are limited to microseismic earthquakes . The
6 . 0 magnitude earthquake that occurred in the Alberhill
area on May 15, 1910, is the only major event recorded
in historic times along Elsinore fault zone (See Appendix
A - References) .
b SAN ` I —- K E
LUIS �� R do i.•: ' —�
1
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' 1852 1916 y4C1+ 1952 ♦ F •\ o�' ` �AFy 9G<a �.iFyT �F I M77
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;, 1902 9c - -.� S A o\;N B E c R N A R D I N 0
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s S A N—T A B A R B A R_A
FAVCT KIP/SWN :06
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!IA_ULT P N H'{AlN FAULTS TyyE7VTYNIN LMS
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M 63 11� i 19 i7 S �\
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MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS
IN THE SOUTHERN CALIFORNIA REGION G� ►910
1 M 62
EXPLANATION <\ , 9FF� I &I
e I F P ti4 ACTIVE FAULTS EARTHQUAKE LOCATIONS \�, FA`T 9G<T M
Approximate epicentral area of earthquakes that 1894 �;Luw I M P *'--E '•, R I A L
1899 M 7+ occurred 1769-1933. Magnitudes not recorded S A N D I` E G o
Total length of fault zone that breaks Holocene deposits \
or that has had seismic activity. by instruments prior to 1906 were estimated
from damage reports assigned on Intensity VII
(Modified Mercali scale)or greater;this is roughly
I � 1915
1856 1942 �R Y63
lFault segment with surface rupture during an historic equivalent to Richter M 6.0. 31 moderate" M6.5 'y earthquakes, 7 major and one great earthquake 1915 1940
earthquake, or with 0seismic fault creep. (1857) were reported in the 164-year period M < M 7.1
I 1769-1933. SAN I _
MEGO CALFORW I% _ ——
1 % 1952 Earthquake epicenters since 1933, plotted from __�____— C IFOR
ALNIA
M 77 improved instruments. 29 moderate"* and three -- ' CERR°
Holocene volcanic activity major earthquakes were recorded in the 40-year �� PR/Eli! r"
(Amboy, Pisgah, Cerro Prieto and Salton Buttes) period 1933-1973. _ G<r 1923
4
19 4
"" Code recommendations by the Structural Engineers Association of California define a greet earthquake as one that
/�has a Richter Magnitude of 7' or greater; a major earthquake 7 to T'/• ; a moderate earthquake 6 to 7.
Grope St..6 Roi/rood Canyon Road
Compiled by Richard i. Proctor main) tram published and unpublished data of the Calilornia Division o!Mines and 6eology; Co/ilomio De r/men/ Date: May, 1990
Y F° G. A. NICOLL & ASSOCIATES
o! Water Resources Bulle/in 116-2 (1964)• selections from bulletins of the Geological and Seismological Societies of America; from C.F.Richter, EARTH SCIENCE CONSULTANTS 1'rOjQCf NOT Figure NOT
Elementary Seismology ( 1958); and the /Io/iono/Atlas, p.66. ct N —O2 2
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Date: May; 1990
G. A. NICOLL & ASSOCIATES, INC. Proiect No: Figure No:
EARTH SCIENCE CONSULTANTS B4191-02 3
Turrini & Brink
May 15, 1990
Project B4191-02
Page 9
11. SECONDARY SEISMIC HAZARDS
a) The potential for liquefaction is considered to be very
low.
b) The potential for seismically induced landsliding or
ground rupture is low to non existent. Seiching and
seismically-induced flooding is not expected to occur.
12 . CONCLUSIONS AND RECOMMENDATIONS
12 . 1 General
a) It is our opinion that' the site will be suitable
for the proposed development, from the geotechnical
aspect, assuming that our recommendations are
implemented.
b) Grading will be required to:
i) achieve planned pad and road elevations in cut
and fill;
ii) remove and rework/replace unsuitable or
potentially compressible or collapsible
subsurface soils (topsoil and alluvium) ;
iii) provide adequate foundation conditions for
proposed structures;
iv) achieve suitable surface gradients to control
surface water run-off;
v) provide proper support under pavements .
c) We are of the opinion that the proposed structures
can be supported on shallow spread footings founded
in reworked material or bedrock.
d) We consider that the anticipated grading will not
adversely affect, nor be adversely affected by,
adjoining property, with due precautions being
taken.
e) The data obtained during this investigation and our
previous investigation have been used where
relevant.
Turrini & Brink
May 15, 1990
Project B4191-02
Page 10
f) The design redommendations in the report should be
reviewed during the grading phase when soil
conditions in the excavations become exposed.
g) The final grading plans, and foundation plans/design
loads, should be reviewed by the Soil Engineer.
12 . 2 Grading
12 . 2 . 1 Processing of On-site Soils
a) The topsoil and slopewash within the
graded area should be removed
entirely. The material may be used--
as compacted fill . The upper 8 to
10 feet of the existing alluvium is
porous and collapsible as indicated
by observation and consolidation
testing. Therefore, the alluvium
should be overexcavated--to -a ..depth
of 10 feet in all structural areas
extending at least 10 feet beyond the
perimeters of the footings . In cut
areas, where the alluvium will be
excavated to a depth of 6 feet or
more, to achieve the planned grade,
minimum overexcavation of 5 feet is
required. The material may be used .-
as compacted fill.
b) The bedrock is generally competent
and need not be overexcavated,
subject to review during
construction.
c) In the event that, as a result of
the final grading plan, a cut-fill
transition or transition from one
geologic unit to another is
encountered within structural areas,
it is recommended as a general case,
that the exposed native material be
overexcavated and reworked to a depth
of 3 feet below planned grade and to i
provide at least 1 foot of reworked
material below footings . Considering
Turrini & Brink
May 15, 1990
Project B4191-02
Page 11
the nature of the native material,
the overexcavation depths should be
reviewed during the earthwork.
d) Wherever structural fills are to be
placed, the upper 6 to 8 inches of
the subgrade should, after stripping
or overexcavation, first be scarified
and reworked.
e) Any loosening of reworked or native
material, consequent to the passage
of construction traffic, weathering,
etc . , should be made good prior to
further construction.
f) The depths of overexcavation should
be reviewed by the Soil Engineer
during the__ac_t-ual construction. Any
surface or subsurface obstructions,
or questionable material, encountered
during grading should be brought
immediately to the attention of the
Soil Engineer for proper exposure,
removal or processing as directed.
No underground obstructions or
facilities should remain in any
structural areas . Depressions and/or
cavities created as a result of the
removal of obstructions should be
backfilled properly with suitable
material, and compacted.
12 .2 . 2 Excavating Conditions
Based on our field exploration, the on-
site soils should be readily excavated
with conventional earthmoving equipment.
Light to moderate ripping can be expected
within the Santiago Peak (Jsp) bedrock
cuts . Generally, light to -heavy ripping
is expected within the Granodiorite _(Kgr)
bedrock, with some local blasting -`
anticipated. It appears that some
blasting will be required below depths of
30 to 45 feet, within the granodiorite
bedrock underlying the northwest-trending
Turrini & Brink
May 15, 1990
Project B4191-02
Page 12
ridge where Building K is shown on the
site plan. The affected area is
approximately 500 feet long and 180 feet
wide, beginning at about 80 feet east of
Building K, and extending 500 feet to the
northwest along the ridge. Additional
excavatability data is presented in
Appendix C.
12 . 2 . 3 Material Selection
After the site has been stripped of any
debris, vegetation and organic soils,
excavated on-site soils and bedrock are
considered satisfactory for reuse in the
construction of on-site fills, with the
following provisions :
i) the organic content does not
exceed 3 percent by volume;
ii) large size rocks greater than
8 inches in diameter should not
be incorporated in compacted
fill;
iii) rocks greater than 4 inches in
diameter should not be
incorporated in compacted fill
to within 1 foot of the
underside of the footings and
slabs .
12 .2 .4 Compaction Requirements
a) Reworking/compaction shall include
moisture-conditioning/drying as
needed to bring the soils to slightly
above the optimum moisture content.
All reworked soils and structural
fills should be densified to achieve
at least IQ_--perrent relative
compaction with reference to the
laboratory compaction standard. The
optimum moisture content and maximum
Turrini & Brink
May 15, 1990
Project B4191-02
Page 13
dry density should be determined in
the laboratory in accordance with
ASTM Test Designation D1557 .
b) Fill should be com acted in lifts
not exceeding 8 inches (loose) .
12 .2 .5 Shrinkage
For preliminary earthwork calculations,
the following shrinkage/bulking factors
are recommended for the existing on-site
materials (these do not include handling
losses) :
i) Bedrock - 15% to 20% bulking,
averaging about 17%
ii) Alluvium - 0 to 5% shrinkage
12 .2 . 6 Expansive Soils and Bedrock
a) The expansion potential for soil and
bedrock materials range from Low to
Moderate.
b) The soil expansion potential for
specific areas should be determined
during the final stages of rough
grading.
12 .2 .7 Sulphate Content
a) The sulphate contents of
representative samples of the soil
are less than the 0 . 2% which typifies
a sulphate condition. Type II
Portland cement is recommended for
the construction.
b) The fill material and bedrock should
be tested for their sulphate content
during the final stages of rough
grading.
Turrini & Brink
May 15, 1990
Project B4191-02
Page 14
12 . 2 . 8 Utility Trenching
a) The walls of temporary construction
trenches in fill should stand nearly
vertical , with only minor sloughing,
provided the total depth does not
exceed about 4 feet . Shoring of
excavation walls or flattening of
slopes may be required, if greater
depths are necessary.
b) Trenches should be located so as not
to impair the bearing capacity or
to cause settlement under
foundations . As a guide, trenches
should be clear of a 45-degree plane
extending outward and downward from
the edge of foundations .
c) Existing soils may be utilized for
trenching backfill, provided they
are free of organic materials .
d) All work associated with trench
shoring must conform to the state
and federal safety codes .
12 .2 . 9 - Surface Drainage Provisions
Positive surface gradients should be
provided adjacent to the buildings to
direct surface water run-off away from
structural foundations and to suitable
discharge facilities .
12 . 3 Slabs-on-Grade
a) Concrete floor slabs may be founded on the
reworked existing soils or compacted fill .
The subgrade should be proof-rolled just prior
to construction to provide a firm, unyielding
surface, especially if the surface has been
loosened by the passage of construction
traffic .
Turrini & Brink
May 15, 1990
Project B4191-02
Page 15
b) If a floor covering that would be critically
affected by moisture is to be used, a plastic
vapor barrier is recommended. This sheeting
should be covered with two inches of SAND.
c) Floor slabs should be at least 4 inches thick.
Joints should be provided.
d) The FFL should be at least 6 inches above
highest adjacent grade.
e) Precautions should be taken for expansive soils
as shown below:
Very Low Moderate
to Low Expansivity ExpansivitY
i) Min. reinforce-
ment 6x6-W1.4xW1.4WWF 6x6-W2 . 9xW2 . 9WWF
ii) Pre-soaking Not required 120%, through
(% of optimum) upper 12 to 15 inches
12 . 4 Foundations
The proposed structures, of the type anticipated,
can be founded on shallow spread footings . The
criteria presented as follows should be adopted:
a) Dimensions/Embedment Depths
Min. Embedment
Minimum Minimum below lowest
Width Thickness adjacent grade
( ft. ) lin. l IIL. 1
Equivalent 1-story wall footings
(supporting 1 floor)
Perimeter 1 .5
1.00 6
Interior 1 . 0
Equivalent 2-story wall footings 1.25 7 1 . 5
(supporting 2 floors)
Square Column Footings - - 2 . 0
(up to 50 kip)
Turrini & Brink
May 15, 1990
Project B4191-02
Page 16
b) Allowable Bearing Capacity
i) Compacted Fill
1,400 lb/ft2 at 1 . 0 ft. depth
1,800 lb/ft2 at 1.5 ft. depth
2,200 lb/ft2 at 2 . 0 ft. depth
ii) Bedrock
5,000 lb/ft2 at 1. 0 ft. depth or greater
(Notes : °These values may be increased by
one-third in the case of short-
duration loads, such as induced by
wind or seismic forces .
°At least 2x#4 bars should be
provided in wall footings, one on
top and one at the bottom.
°Foundations located adjacent to the
slopes should be embedded such that
the horizontal distance from the
leading edge of the footings to
competent slope face should be at
least 1/3 x slope height, not less
than 5 feet if in bedrock or 8 feet
if in compacted fill; distance need
not exceed 15 feet.
°In the event that footings are
founded in structural fills
consisting of imported materials,
the allowable bearing capacities will
depend on the type of these
materials, and should be re-
evaluated.
°Bearing capacities should be re-
evaluated when loads have been
obtained and footings sized during
the preliminary design.
Turrini & Brink
May 15, 1990
Project B4191-02
Page 17
*Planter areas should not be sited
adjacent to walls .
°Footing excavations should be
observed by the Soil Engineer.
°It should be ensured that the
embedment depths do not become
reduced or adversely affected by
erosion, softening, planting,
digging, etc . )
c) Settlements
Total and differential settlements
under spread footings are expected
to be within tolerable limits .
12 . 5 Lateral Forces
a) The following lateral forces are recommended
for the design of retaining structures .
Pressure (lb/ft2/ft depth)
Soil Rigidly
Lateral Pressure Profile Unrestrained Wall Supported Wall
Active Pressure Level 40 -
At-Rest Pressure Level - 60
Passive Resistance Level 380 -
(ignore upper 1.5 ft. )
b) Friction coefficient - 0 .40 .
c) These values apply to the existing soil, and to
compacted backfill generated from in-situ material,
Imported material should be evaluated separately.
It is recommended that, where feasible, imported
granular backfill be utilized, for a width equal to
approximately 1/4 the wall height, and not less than
1 . 5 feet.
d) Backf ill should be placed under engineering control,
Turrini & Brink
May 15 , 1990
Project B4191-02
Page 18
12 .6 Slope Stability
12 . 6 . 1 Fill Slopes
Assuming our recommendations are
implemented, the proposed fill slopes with
a 2: 1 (horizontal:vertical) slope gradient
are considered grossly and surficially
stable.
12 . 6 .2 Cut Slopes
a) The proposed cut slopes in bedrock
are considered grossly and
surf icially stable provided the slope
g r a d i e n t s a r e 1 : 1
(horizohtal:vertical) or flatter.
Also, the surf icial stability should
be reviewed during grading by an
Engineering Geologist.
b) It is assumed that the gross
stability of the cut slopes along
Railroad Canyon Road have been
previously analyzed by others and
the slopes were found to be stable.
12 . 6 . 3 Stability Analyses
The stability analyses results are
presented in Appendix E.
12 . 7 General
a) The recommendations should be incorporated in
the Tract Grading Plan, which should be
reviewed by us .
b) Terraces, terrace drains, interceptor drains
and down drains should be provided per codes .
c) Measures to control slope erosion should be
implemented, both during construction and
during the service life.
d) All excavations should be observed during
construction, and any necessary modifications
to these recommendations should be made
consequent to the exposed conditions .
e) Fill slopes should be overbuilt and cut back
to design profiles, so as to achieve proper
compaction to the slope faces . Overbuilding
Turrini & Brink
May 15, 1990
Project B4191-02
Page 19
is usually of the order of 2 to 4 feet,
depending on the soil, equipment, etc .
Compaction efforts may be achieved by
backrolling and gridrolling the slope as fill
progresses, instead of overbuilding. Whatever
means or widths of overbuilding are adopted,
it should be ensured that the slopes are
compacted to a minimum of 90 percent relative
Compaction at the finished slope surface.
f) Subdrains should be provided as follows :
i) 4-inch diameter perforated pipe; ABS or
PVC, Sch. 40; with 3/8-inch diameter
perforations, in 2 rows at the ends of a
120° arc; spaced at 3-inch centers in each
row, staggered; embedded in Class 2
Permeable Material or equivalent, at not
less than 4 ft'/linear ft.
ii) Subdrains should be provided in keys, at
25± ft. vertical spacing along back-cuts,
and wherever significant seepage is
observed during grading. The locations
should be reviewed when excavations are
opened.
g) Any proposed fill slopes should be properly
benched and keyed. Keys, in general, should
be constructed 12 ft. wide and 2 to 3 feet deep
with the bottom inclined away from the toe of
the slope at 2 percent. The proposed fill
should be interlocked (benched) into competent
material . (Typical benching dimensions : 5 to
10 ft. wide x 4 ft. high) .
h) Typical grading details are included in
Appendix G Figures G-1 to G-7 . These details
include buttress fill details and subdrain
details .
12 . 8 Pavement Design
The R-Value should be obtained during the concluding
stages of grading and the paving sections designed
at that time.
12 . 9 Seismicity
Buildings should be designed to resist seismic
lateral loading in accordance with Uniform Building
Code Section 2312 for Seismic Zone 4 .
Turrini & Brink
May 15, 1990
Project B4191-02
Page 20
13 . LIMITATIONS
a) Soils and bedrock over an area show variations in
geological structure, type, strength and other properties
from what can be observed, sampled and tested from
specimens extracted from necessarily limited exploratory
test pits . These are therefore natural limitations
inherent in making geologic and soil engineering studies
and analyses . Our findings, interpretations, analyses and
recommendations are based on observation, laboratory data
and our professional experience; and the projections we
make are professional judgments and opinions conforming
to the usual standards of the profession. No other
warranty is herein expressed or implied.
b) In the event that during construction conditions are
exposed which are significantly different from those
described in this report, they should be brought to the
attention of the Soil Engineer.
The opportunity to be of service is sincerely appreciated. If you
have any questions or if we can be of further assistance, please
call .
Very truly yours, ,�vERETr�
o�
G. A. NICOLL AND ASSOCIATES, INC. "' No. 4 817
cI
O Gerald A. Nicol N�wEER/, CCF Ronald E. Boyle
� �.
President 4�� Project Engineer '�Tf OF CP`��
CEG 34 c1 RCE 43817
(Exp. June 30, 9 0) G1 1COLLA `1` (Exp. June 30, 19 9 3)
* Exp. Date 6 40 * Reviewed By:
#CEG 34
Gerald D. Horton Mohan B. Upasani
Chief Exploration Vice President, Engineering
CEG 1175 RCE 41196
(Exp. June 30, 1990) (Exp. Mar. 31, 1991)
GAN/MBU/GDH/REB: jw/cs
ITurrini & Brink
May 15, 1990
Project B4191-02
( Page 21
r
Enclosures :
Location Map - Figure 1
Seismicity Map - Figure 2
Table of Seismic Parameters ' - Figure 3
References - Appendix A
Field Exploration - Appendix B
Unified Soils Classification System Figure B-1
Logs of Borings and Test Pits Figures B-2 to B-31
( Seismic Refraction Exploration - Appendix C
Laboratory Testing Program - Appendix D
Consolidation Tests Figures D-1 to D-6
Slope Stability Analyses - Appendix E
Cross Sections and Calculations Figure E-1 to E-3
Geologic Cross Sections - Appendix F
Figures F-1 to F-3
Typical Grading Details ' - Appendix G
Figure G-1 to G-4
Geologic Map - Plate 1
I
l
I
l
l
1 .
APPENDIX A
References
O
Project B4191-02
APPENDIX A
References
1 . Albee, Arden, L. , 1967 , Earthquake characteristics and fault
activity in Southern California: Bull. A.E.G. ,
P. 9-33 .
2 . Greensfelder, Roger W. , 1974, Maximum credible rock
acceleration from earthquakes in California: California
Division of Mines and Geology, M.S. 23, (explanation 12
pages) .
3 . Hart, Earl W. , 1977, Fault hazard zones in California:
California Division of Mines and Geology Special
Publication 42, 1977 revision, 24 p.
4 . Nicoll, G.A. and Associates, Inc . , 1989 Geotechnical
Feasibility Investigation, Proposed Elsinore City Center
Undeveloped 50± Acres Parcel, Grape Street and Railroad
Canyon Road, Lake Elsinore, California, 12 p.
5 . Toppozada, Tousson R. , 1978, Seismicity of California 1900-
1931, California Division of Mines and geology, S.E. 135,
39 p.
6 . Townley, Sidney D. , 1939 , Descriptive catalog of earthquakes
of the Pacific coast of the United States, 1769 to 1928;
Bulletin of the Seismological Society of America, Volume
29 , Number 1, 297 p.
7 . Wood, Harry 0. , 1916 , California Earthquakes: Bulletin of
the Seismological Society of America, Volume 6, Numbers
2 and 3, 194 p.
I4aps
1 . U.S .G.S . Lake Elsinore Quadrangle, 1978, 7 . 5 minute series .
2 . U.S .G.S : Elsinore Quadrangle, 1953, 15 minute series .
Aerial Photographs
1. Riverside County Flood Control District, 1960 and 1962 .
--------------
-------------
---------------
--------------
APPENDIX B
Field Exploration
r
�O
O
4
5
���fr
Project B4191-02
APPENDIX B
Field Exploration
a) The subject site was explored with a truck-mounted drill rig
equipped with a 24-inch bucket auger to excavate 10 borings
to a maximum depth of 26 feet below the existing ground
surface. All borings were subsequently backfilled.
Approximate locations of the borings are shown on the Geologic
Map, Plate 1 .
b) The soils encountered in the borings were logged and sampled
by our Engineering Geologist. The soils were classified in
accordance with the Unified Soils Classification System
described in Figure B-1 . The Logs of the Borings are
presented in Figures B-2 to B-11. The logs, as presented,
are based on the field logs, modified as required from the
results of the laboratory tests . Bulk samples were obtained
from the excavations for laboratory inspection and testing.
The depths at which the samples were obtained are indicated
on the logs .
Appendix B
Project B4191-02
Page Two
c) The Logs of Test Pits from our previous investigation, Project
B4191-01 on this property, have been included with this report
as Figures B-12 through B-31.
d) The number of blows of the Kelly bar during sampling was
recorded, together with the depth of penetration, the driving
weight and the height of fall. The energy required per foot
of penetration for given samples 'was then calculated, and is
indicated on the logs . These drive energies provide a measure
of the density or consistency of the soil .
e) Ground was not encountered to the depths explored. '
f) Caving did not occur.
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP DESCRIPTIONS
SYMBOLS
OWell graded gravels, grovel-sand
Oho GW mixtures, little or no fines.
CLEAN
GRAVELS ea o
(Llttl. of no fines) °o;a Poorly graded gravels or gravel-sand
GRAVELS No GP mixtures, little or no fines.
(More than 50% of
Coarse fraction Is
LARGER then the GM Silty grovels, gravel-sand-silt mixtures.
Ne.4 sieve Oils..) GRAVELS °•,•,'
WITH FINES
(Appreciable amount : Clayey gravels, grovel-sand-clay
COARSE of finest GC mixtures.
GRAINED
SOILS
(More Than sox al SW Well graded sands, gravelly sands,
material IOi LARa1R little or no fines.
than No.200 sle a CLEAN SANDS
dse•I (Little or no fines)
SP Poorly graded sands or gravelly sands,
little or no Fines.
SANDS
(More than 50%of
coarse fraction Is SM Silty sands, sand—silt mixtures.
SMALLER than Ohs SANDS '
Na.a Oils a ,Is..l WITH FINES
IAPp,::table amount
of finest f1• SC Clayey sands, sand-clay mixtures.
ts+ty
Inorganic silts and very fine sands, rock
ML flour, silty or clayey fine sands or clayey
silts with slight plasticity,
SILTS AND CLAYS inorganic clays of low to medium
(Liquid Il, LAtha sot — CL plasticity, gravelly clays, sandy clays,
silty clays, lean clays.
Organic silts and organic silty clays of
FINE OL low plasticity.
GRAINED
SOILS Inorganic silts, micaceous or diato-
(Mo,.than sox of MH maceous fin• sandy or silty soils,
ma'.riot Is SMALLER aIastic silts.
Than Ne.ZOO ■low
slse.l
SILTS AND CLAYS CH Inorganic clays of high plasticity,
111,04 w..t1 t:arATER ,h.n sot fat cloys,
OH Organic cloys of medium to high
plasticity, organic silts.
HIGHLY ORGANIC SOILS �:+ Pt Peat and other highly organic soils.
BOUNDARY CLASSIFICATIONS: Soils Possessing characteristics of two groups are designated
by combinations of group symbols.
P A R T I C L E S I Z E L I M I T S
SAND GRAVEL SILT or CLAY COBBLES BOULDERS
FINE MEDIUM COARSE, FINE COARSE 1
0.100 Na40 Ne,to NaA 3/41n. J in. 121..
U. S. STANDARD SIEVE SIZE
Elsinore City Center
Date: May, 1990
G.A. NICOLL IL ASSOCIATES, INC.
Project No: =B—
IARTH SCIINCI CONSULTANTS B4191-02
LOG OF BORING A
Drill Rig: Boring Diameter. Boring Elevatio8_____ Boring Number
Bucket Auger 24 inches C_1415± ft. '
Date Drilled: This lop Is a representation of subsurface conditions at the time and place of drilling.With the B-1
April 23, 1990 CT/GDH passage of time or at any other location there may be consequential changes In conditions.
SAMPLE e„
Q. ��o °°. °° Description and Remarks
°J. �'r Cl
r J�
y
m � Q
J tiJ0OPvO` 16 Z.
SM Silty SAND: fine- to coarse-grained, light
brown, damp, loose TOPSOIL
��- GRANODIORITE: white, opaque and black, dry to
24.2 2.0 damp, very dense, micaeous, parallel joints;
weathers 'to orange brown
5 ►\-
- ` x
U
@ 7 feet, CORESTONE: drilling becomes difficult,
@ feet, very difficult drilling
Crystaline Basement Rock
10 Bottom of Boring at 8 feet.
Notes: 1) No ground water encountered
2) No caving
3 ) Boring backfilled
15
20
25
Elsinore City Center
G.A.NICOLL&ASSOCIATES,INC.
EARTH SCIENCE CONSULTANTS Project No.: Figure No.:
Tustin,California B4191-02 I B-2
LOG OF BORING
Drill Rig: Boring Diameter. Teoring Elevation: Boring Number
Bucket Auger 24 inches 1 1415± ft:
Date Drilled: This log Is a representation of subsurface conditions at the time and place of droing With the B-2
April 23, 1990 CT/GDH passage of time or at any other location there may be consequential changes In conditions.
SAMPLE A. 4
U `JQ T re
�-Z e00v Qou Description and Remarks
�y
SM Silty SAND: fine- to coarse-grained, light
-- — � f brown, damp, loose TOPSOIL
GRANODIORITE: white, opaque, black, dry to
damp, very dense, micaeous, jointed, weathers
'11 , to orange' brwon
-�� @ 3 feet, drilling becomes difficult
5 1. -
50.6 2.0
10
@ 11 feet, some pinkish tint in quartz crystals
55.0 NR NR x
<1\ U
O
PEI ,
15
I �
- @ 20 feet, difficult drilling
20 Crystaline Basement Rock
r-
Bottom of Boring at 20 feet.
Notes:. 1) Ground water not encountered
_ 2) No caving
3) Boring backfilled
25 NR - No Recovery
Elsiribre-City Center
G.A.NICOLL&ASSOCIATES,INC.EARTH SCIENCE CONSULTANTS Project No.: Figure No.: B-3
Tustin,California B4191-02
LOG OF BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket Auger 18 inches 1467± ft:
Date Drilled: This log is a representation of subsurface conditions at the time and place of drilling.With the
April 23 . 1990 CT/GDH passage of time or at any other location there may be consequential changes In conditions. B-3
SAMPLE
Qti
h
?Q�ti °� ����` e �Q o t. �oo0 0o Descriptlon and Remarks
I o`C13��
GRANODIORITE: white, opaque and black, damp
r — — very dense, jointed, few micas, upper one foot
weathered, orange brown
mil\
�I
5
51.7 1.0 141.1
IC @ 10 feet, becomes micaeous
35.2 1.5 139.9
/ @ 13 feet, drilling becomes difficult
/� x
J\ 0
15 — �\
f — \ @ 18 feet, some reddish brown staining
41.8 1.5 -
20 — /
@ 23 feet, very difficult drilling
i1 Crystal Basement Rock
— Bottom of Boring at 23 feet.
25 — Notes: 1) Ground water not encountered
2) No caving
3) Boring backfilled
i
I
I
Elsinore City: Center
G.A.NICOLL&ASSOCIATES,INC.
EARTH SCIENCE CONSULTANTS Project No.: FI le No.:
f Tustin,California B4191-024
LOG Or BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket Aucier 18 inches 1 1389± ft.
Date Drilled: This log Is a represenlallon of subsurface conditions at the time and place of drilling.With the
April 24, 1990 CT passage of lime or at any other location then may be consequential changes In conditions. B-4
SAMPLE �,
l
GQ'
4��Q' �� Q"T 0 �• �000 o�' Description and Remarks
J Q
J Joy �, °� A.—0�0 �``�v`'Q� ��` o�J�m of q
m A o o ., C�, e-V
GRANODIORITE: white, opaque and black, very
i
1 dense, micas, jointed, upper one foot weathered'
1 `
5
58.8 1.5 144.5 %) @ 6 feet, drilling becomes difficult
�I` w
10
15 `
l @ 17 feet, very difficult to drill
Crvstaline Basement Rock
Bottom of Boring at 17 feet.
Notes: 1) Ground water not encountered
2) No caving
20 3) Boring backfilled
25
Elsinore City Center
G.A.NICOLL&ASSOCIATES,INC.
v EARTH SCIENCE CONSULTANTS Project No.: Figure No.:
Tustin,California I B4191-02 B-5
LOG OF BORING
Drill RI Boring Diameter. Boring Elevation: Boring Number
g'
Bucket Auger
18 inches 1313± ft.
Date Drilled: This log Is a representation of subsurface conditions at the time and place of driiiing With the B—5
April 24, 1990 CT passage of time or at any other location there may be consequential changes In conditions.
SAMPLE Qrv�
,Z
Q-A7 p �°�'o °�r Description and Remarks
C,
Silty SAND: fine-grained with some medium
8. 4.4 116.E and coarse-grains, reddish brown, dry to damp,
loose with some angular rock chips, porous
11. 4.2 114.1 @ 3 feet,. some carbonate deposits
:f
5 `i SM
24. 2 5.8 118.7 @ 5 feet, non-porous
7 feet, becomes fine- to coarse-grained, light
17.E 3.1 121.2 �% brown with few pores and carbonate
ALLUVIUM
oo.. Gravels: fine-' to coarse-grained, medium brown,
26. 1.8 126.9
10 00:b( damp, dense, well graded
0?
0
: Gw
•'D @ 11 feet, some micas
o;;t7e
Oa,o ALLUVIUM
.pe.
- 28.6 9.3 127.7 Silty SAND: fine-grained, medium brown, damp to
moist, slightly porous, dense
15
@ 17 feet, some gravels
28.6 7.1 129.3
SM
2-0@ 20 feet, some carbonate
r{t
_ @ 24 feet, carbonate stringers
11.6 16.6 90.7 ALLUVIUM
25
_ Bottom of Boring at 25 feet.
Notes: 1) Ground water not encountered
2) No caving
3) Boring backfilled
Elsinore City Center
G.A.NICOLL&ASSOCIATES,INC.
EARTH SCIENCE CONSULTANTS Project No.: Figure No.:
Tustin.California B4191-02 B-6
LOG OF BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket Auger 18 inches 1321± ft.
_ Date Drilled: This log Is a representation of subsurface conditions at the time and place of drilling.With the B-6
April 24. 1990 CT passage of time or at any other location there may be consequential changes In conditions.
SAMPLE e.,
Q - 1
Q. A,Po 40�0 oak Description and Remarks
�y
�O :1 Q 0;;• Silty SAND: fine-grained, reddish brown, damp,
loose, with some coarse-grains and few gravels
8.E 3.6 -
@ 4 feet; becomes dense, slightly porous
22.0 3.2 5 —
_ - @ 6 feet becomes fine- to coarse-grained,
yellow brown, micaeous
35.2 6.4 122.2
_ @ 8 feet, becomes porous
@ 9 felt, becomes medium to reddish brown
26.4 0.9 131.0
10Z.
—
SM ,
15 — @ 15 feet, has some carbonate
17.6 1.3 135.1
20 — `:`
@ 20 feet, lots of carbonate
35.2 9.1 121.6
@ 22 feet, few gravels
ALLUVIUM
GRANODIORITE: white and reddish brown and black,
— / 1\ A v very dense, jointed, micaeous
24.6 7.8 135.6 `� MIX 25 Crystaline Basement Rock
— —
Bottom of Boring at 25 feet.
Notes: 1) Ground water not encountered
2) No caving
3) Boring backfilled
G.A.NICOLL&ASSOCIATES,INC. Elsinore City Center
EARTH SCIENCE CONSULTANTS Project No.: Figure No.:
Tustin,Callfornia B4191-02 I B-7
LOG OF BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket A_laer 18 inches 1364± ft.
Date Drilled: This log Is a representation of subsurface conditions at the time and place of drilling.With the
April 24 , 1990 CT passage of time or at any other location there may be consequential changes In conditions. B-7
SAMPLE 4
09
Description and Remarks
p J C7 r7 Q Q.
02
r"- Silty SAND: fine- to medium-grained, medium
brown, damp, loose with some coarse-grains and
pebbles
6 .C, 2.4 107.7
5
T6 .(- 2.5 116.7
SM
4. 4 2.5
10
@ 12 feet, carboi,ate
8.8 2.9 109.2 ALLUVIUM
TT
\ ` I GRANODIORITE: white, opaque and black, very
Q o dense, damp along joints, micaeous
15
@ 15 feet, very difficult drilling
Crystaline Basement Rock
t
Bottom of Boring at 15 feet.
Notes: 1) No ground water encountered
2) No caving
3) Boring backfilled
20
25
Elsinore City Center
G.A. NICOLL&ASSOCIATES,INC.
v EARTH SCIENCE CONSULTANTS inject No.: Figure No.:
Tustin,California B4191-02 B-8
LOG OF BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket Aucrer 18 inches 1377± ft.
Date Drilled: This log Is a representation of subsurface conditions at the time and place of drilling.With the B_8
A n r i 1 94. l g cjn CT passage of lime or at any other location there may be consequential changes In conditions.
SAMPLE r�,
Q '
oPogo oGr Description and Remarks
Silty SAND: fine- to coarse-grain, medium
brown, damp, loose with pebbles
8.8 2.6 - @ 3 feet, becomes dense, reddish brown
@ 4 feet; some carbonbate
17.6 1.7 121.3
5
@ 6 feet, -becomes slightly porous
33.0 3.3 116.2
37.4 2.4 126.0
10
17.6 0.3 — @ 10 feet, becomes porous
19.8 2.4 120.9
SM
15 — @ 15 feet, some micas
22.0 5.8 114.8
_ @ 18 feet, fine- to coarse-grained, SAND layer
15.4 3.6 112.7 medium dense sorted, layered
20 @ 20 feet, becomes moist
13.1 9.3 115.6c
rs @ 25 feet, becomes slightly porous, micaeous
25 - ' ':-.
20.3 8.0 113.6 <:;:'• and dense and weak along poorly sorted
SAND layers ALLUVIUM
Bottom of Boring at 26 feet.
Notes: 1) Ground water not encountered
2) No caving
3) Boring backfilled
Elsinore City Center
G.A. NICOLL&ASSOCIATES,INC.
v EARTH SCIENCE CONSULTANTS Project No.: Figure No.:
Tustln,Calllornla B4191-02 B-g
LOG OF BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket Auger 18 inches 1406± ft.
Date Drilled: This log le a representation of subsurface conditions at the time and place of drilling.With the B-9
April 25, 1990 CT passage of time or at any other location there may be consequential changes In conditions.
SAMPLE
eq .fo3� �2�� Q ��0 00 oo� Description and Remarks
a``r o e A.
mJJ Q 0l C-)Q�; O�rC h0 g
Silty SAND: fine- to coarse-grained, medium
brown, damp, loose with few pebbles
6.6 2.2 114.5
@ 3 feet becomes medium dense, slightly
11.0 2.7 - v
porous
5 — @ 5 feet, some carbonate poorly sorted, layered
15.4 2.8 115.3
@ 7 feet, becomes less porous
22.0 5.8 122.9
@ 9 feet, becomes moist
17.6 5.9 123.4
10 —
_ @ 12 feet, SAND layer: fine-grained with
22.0 4.3 121.4 micas about one foot thick
SM
--
@ 17 feet, becomes fine- to coarse-grained,
yellow brown, moist
17:6 4.9 118.1
20
25 @ 25 feet, micaeous, slightly porous
14.5 4.4 120.0 ALLUVIUM
Bottom of Boring at 26 feet.
Notes: 1) Ground water not encountered
2) No caving
3) Boring backfilled
Elsinore City Center
G.A.NICOLL&ASSOCIATES,INC.
EARTH SCIENCE CONSULTANTS Project No.: Figure No.:
Tustin,California B4191-02 B-10
LOG OF BORING
Drill Rig: Boring Diameter. Boring Elevation: Boring Number
Bucket Auqer 18 inches 1 1425± ft!
Date Drilled: This log is a representation of subsurface conditions at the time and place of drilling.Wllh the B-10
April 25, 1990 CT passage of lime or at any other location there may be consequential changes In conditions.
SAMPLE
y
C
Description and Remarks
0Jv �Jm O`� e\O� O?vlU �i2�Qri•�� 04i ty� Gjpg� q
Silty SAND: fine- to coarse-grained, medium
and reddish brown, dry to damp, loose with
pebbles
13.2 1.5 - 5 @ 5 feet, becomes dry
10 — 10 feet, has lots of fine-grained SAND, damp
26.4 2.2 120.3
@ 11.5 feet, becomes moist
SM
15 — @ 15 feet, some carborate
13.2 4.7 123.1
20 _ :.":;; @ 20 feet, becomes predominately coarse-grained
17.6 3.7 122.2
25
17.6 6.6 115.7 L;::.;c; ALLUVIUM
Bottom of Boring at 26 feet.
Notes: 1) Ground water not encountered
2) No caving
3) Boring backfilled
G.A. NICOLL&ASSOCIATES,INC. Elsinore City Center
EARTH SCIENCE CONSULTANTS Project No.. Figure No.:
Tustin,California B4191-02 B-11
L-UV Ur I tz) I 1-' I l
Surface Elevation: 1298± feet Logged by, CHP Test Pit Number
Pit Orientation: s42E 2'x20' November 15, 1989
Ground
DlmenDimensions.. None EDate=quipment: Rubber-tired Backhoe TP-1
Ground Water Depth: Encountered
-- Sample, , v
V) T�
p. G L Geologic / Engineering Geologic
L .-. F-(..)
" �" T "= " _N
> C d o Description and Remarks Attitudes
w > �a a p
SC Clayey SAND: fine to coarse-grained, dark red
brown, dry, dense, very porous, pebbly
3.5 - ALLUVIUM (Qal)
6.0 103.6
5- SM Silty SAND: fine to medium-grained, dark red
brown, slightly moist to dry, dense, slightly
3.2 91.4 porous, pebbly
ALLUVIUM (Qal)
2.9 - _
10- Granodiorite: fine to coarse-grained, dry, white
x to black, dense BEDROCK (Kgr)
U -
x Bottom of Pit at 10 feet - refusal
0
NOTE:
1) No caving.
15- 2) Pit backfilled.
S 42 IF 9YC1LA SUY-fQce_
O Il.l.l'Jlll.l Y1 (c�l.l)
- - -;4rtu�lu; -C4a1) . . . . . . . . . .
: .
' . . . . . . ` . . . . . . . . . .
c
P . . . . . . . . . .
Surface Gradient. Scale:
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Dote: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Figure No:
B4191— 02 B-12
LOG OF TEST PIT
Surface Elevation, 1318± feet Logged by, CHP Test Pit Number
Pit Orientation, N75E
2'x25' Date, November 15, 1989
Pit Dimensions, None
Equipment: Rubber-tired Backhoe TP-2
Ground Water Depth: Encountered
^. Samples
eon r� Geologic / Engineering Geologic
Y " ° _N Description and Remarks Attitudes
N 7 7 c d 0_O d o
n (n F- o to ." f i_' c,;-• n w n �
SC Sandy CLAY: dark red brown, dry, dense,
slightly porous, abundant root hairs; grades
"\ into underlying rock TOPSOIL
wo — -
wa
—— Volcanic Rock: white to black, medium-grained,
5 dry, hard, weathered
SANTIAGO VOLCANICS (Js, 1N80W,84SW
f— Joint @ 3"
Bottom of Pit at 4 feet - refusal. 2Shear: E-W;
NOTES: 54-68S
1) No caving. 3
Joint:
10 2) Pit backfilled.
N18W,35SW
15
N 75 E
Oc�,rourC� SU1-;Qce
-TOPS-,
4c5
Surface Gradient: Scale: I Iri�t1 s �«t
Elsinore City Center
Date: May, 1990 -
G. A. NICOLL & ASSOCIATES, INC.
Prol'ect No: FiguBr_ei3 0:
EARTH SCIENCE CONSULTANTS B4191-02
LOG OF TEST PIT
Surface Elevation, 1320± feet Logged by.CHP Test Pit Number
Pit Orientation, S70W
2'x25' Date. November 15, 1989
Pit Dimensions, None
Ground Water Depth, Encountered Equipment Rubber-tired Backhoe TP-3
SOTDles „ d
e o rN Geologic / Engineering Geologic
F
L IM
" d W Y " ° " J -N Description and Remarks Attitudes
G .� N « d 0 O 6� T C
O 1—' oW_ EM 3 o` 8atn°�
CL 0-3 inches, Sandy CLAY: brown, dry, stiff
TOPSOIL
Granodiorite: fine to coarse-grained, white
u to black, weathered along joints to red brown,
0
dry dense, blocky; pods of very weathered
0
5 rock present
GRANODIORITE (Kgr)
Joints:
Bottom of Pit at 6 feet - refusal . 1N65W,56NE
NOTES: 2N82E,50NW
1) No caving. 3N15E,76SE
10 2) Pit backfilled. 4N40E,86SE-
predominant
5N60E,76SE
6N70W,vertical
7N75E,58E -
predominant
15 -
S 70 V11 crOU1^c{ SUr�ac�
I � J
.4. 4-,
W eatbtereci
Surface Gradient: Scale: I i v,cl 5 f«{
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
Project No: Figure No:
EARTH SCIENCE CONSULTANTS B4191- 02 B-
14
LOG OF TEST PIT
Surface Elevation= 1322± feet
Logged by. CHP Test Pit Number
Pit Orientation, N25E
Pit Dimensions.
2'x25' Dates November 15, 1989
_
Ground Water Depth: NoneEncountered Equipment: Rubber-tired Backhoe TP-4
-� Samples ,,
N I r� Geologic / Engineering Geologic
L Y 'a 'a N O O 'y,..-. ~U
> T = C Description and Remarks Attitudes
SC Clayey SAND: fine to coarse-grained, medium
orange brown to dark red brown, dry, stiff,
7.6 81.6 slightly porous to porous, abundant root hairs,
4.9 110.6 pebbly ALLUVIUM (Qal)
4.0 97.7
5
o Grandiorite: fine to coarse-grained, white to
H— A black, weathered to dark orange brown, dense,
4.5 - dry BEDROCK (Kgr)
10 - Bottom of Pit at 9 feet - refusal.
NOTES:
1) No caving.
2) Hole backfilled.
115-
0
NZSE
(3rouykclSur ce
. . . . . . . . . .
,
Surface Gradient: Scale. 1 fv,cLt : 5 {'«t
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Dote: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Fiaure No:
B4191-02 B015
LOG OF TEST PIT
Surface Elevation= 1352± feet Logged by, CHP Test Pit Number
Pit Orientation, N70W
Pit Dimensions, 2'x25' Date' November 15, 1989
__- None Equipment: Rubber-tired Backhoe TP-5
Ground Water Depth. Encountered
-, Samples ,
` rN Geologic / Engineering Geologic
- a V.0 F U)
s n Description and Remarks Attitudes
oac �a co I- w: LZ2e
SC Clayey SAND: fine to coarse-grained, dark
yellow brown, dry, medium dense
1.2 - ALLUVIUM (Qal )
�j Granodiorite: white to black, very weathered to
CO brown, dry, medium dense to dense at 7 feet,
5 w surface is highly eroded jointing not as Joints:
G° prevalent due to weather. I-N40W,85S
1.6 - BEDROCK (K r)
Bottom of Pit at 7 feet - refusal. 2N60W,40NE
NOTES: 3N60E,83S &
1) No caving. N52W,vertica]
10 -2 ) Pit backfilled.
15 -
grouICJ SurFcAce N 7U W
. . . . . . . . ! .
: : : . • i . :Ai�u:ilurri: : (��) : : : ` . . . . . _ . a_.... . .
. . . . . i . .
��_ : : : ; ; " : �cs� pit oure; .
K . . . . . . : : ' ' :
to-
Surface Gradient. Scale: I inch 5 -'«t
Elsinore City Center
r2 G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
v EARTH SCIENCE CONSULTANTS B41Project Be 64 91-,02 Figure 0
LOG OF TEST PIT
Surface Elevation, 1340± feet Logged by- CHP Test Pit Number
Pit Orientation, N65W
Pit Dimensions= 2 'X3o' Date. November 15, 1989
None Equipment: Rubber-tired Backhoe TP-6
Ground Water Depth Encountered
Samples
Geologic / Engineering Geologic
.82
s 75 Y � T -U Description and Remarks Attitudes
� o oa
o m r= o`w M o 2 3
SM Silty SAND: fine to coarse-grained, dry,
medium brown, slightly porous, open rodent
burrows to 9 feet.
5-
@ 5h feet, subrounded granitic boulders
ALLUVIUM (Qal)
Granodiotie: fine to coarse-grained, orange
WC brown, weathered, dry
10 @ 10 feet, dense
BEDROCK (Kgr)
Bottom of Pit at 10 feet - refusal.
NOTES:
1) No caving.
15 2) Pit backfilled.
N G5 W Zground sure
O - -
l u v
: 17 : .
. . . . . . . . . . . . • , :
bou
i . . ! ,ldtr I . . . . . . . . . . 1 . . y ,
Surface Gradient. Scale: I !'vic14 s -F—c
Elsinore City Center
2 G. A. NICOLL & ASSOCIATES, INC. Dole: May, 1990
v Project No: Figure No:
EARTH SCIENCE CONSULTANTS B4191- 02 B-17
LOG OF TEST PIT
Surface Elevation, 1390± feet Logged by, CHP Test Pit Number;
Pit Orientation, West ,
Pit Dimensions= 2'X15' Date' November 15, 1989
None Equip ment, Rubber-tired Backhoe TP-7
Ground Water Depth: Encountered
-- Samples
_�� Geologic / Engineering Geologic
Y T =� Description and Remarks Attitudes
Y
aai > > c f �'o�'d d � P
o w is Q,3 0 c°n
SM Silty SAND: fine to coarse-grained, dry, brown,
loose TOPSOIL I
o
W
P° Granodiotie: coarse-grained, white to brown,
dry, dense, weathered, massive
5 BEDROCK (Kgr)
Bottom of Pit at 3h feet - refusal.
NOTES:
1 ) No caving.
2 ) Pit backfilled.
10
15
1 WCS•t 9Y'0uv-%c1 SUT4QC1?_
O ToPs`oil. ' 1 .. . . . . .
st- P�_ out l►�'e ._.. ._ 1------= . . . .
Surface Gradient. Scale. I )"ck s 1=«t
a
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. DProtect No: Figure No:
01e: May, 1990
EARTH SCIENCE CONSULTANTS B4191-02 B-18
LOG OF TEST PIT
Surface Elevation', 1305± feet Logged by. cnP Test Pit Number
Pit Orientation, N45W
Pit Dimensions: 2'x 31- '• Date' November 15, 1989
None E UI menu Rubber-tired Backhoe TP-8
Ground Water Depth Encountered q p
Samples
a Y Geologic / Engineering
9 t Geologict 6 = Description and Remarks Attitudes a
3.2 SM Silty SAND: fine to coarse-grained; dark grdy
brown, dry, porous, moderately loose
5-
@ 9 feet, medium brown
ALLUVIUM (Qa1 �
10- ,
Granodiorite: coarse-grained, white to black,
mW. slightly moist, weathered
- - BEDROCK (Kgr)
_ Bottom of Pit at 12� feet.
NOTES:
15- - 1 ) No caving.
2) Pit backfilled.
N y 5 W gro u,1d S U r•I-ctce.
UV I u, ra
I : I t . PIS o��i�r�: . . : . I . :. . . . . . . . . .
. . . . . . .
Surface Gradient. Scale. i
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date- May, 1990
Project No: Figure No
EARTH SCIENCE CONSULTANTS B4191-02 B-19
LOG OF TEST PIT
Surface Elevation, 1390± feet I oggod by,riir, Test Pit Number
Pit Orientation, 00U11,
2'x15' Date November 15, 1989
Pit Dimensions None
Equipment, Rubber-tired Backhoe TP-9
Ground Water Depth, Encountered
-� Sam les
(V; rN Geologic / Engineering Geologic
a Y j y Y .0 N�O L T CN h V
u _N Description and Remarks Attitudes
o m r' a w` iZMee,3 0` Is a Lnn
SM Silty SAND: fine to coarse-grained, medium
brown, dry, moderately loose, porous
ALLUVIUM (Qal
5
Granodiorite: coarse-grained, white with orange
staining, weathered, dry
10 V BEDROCK (Kgr)
0
rx
°w Bottom of Pit at 9 feet - refusal.
co
NOTES:
1) No caving.
2) Pit backfilled.
15
S 80 E
ttvrum CQ0.1�� " : : : : : : : : :
to
1 . . . . . . . . . . . . , . . . . . . . ; _ I ,
Surface Gradient: Scale: 1 ,nck s f�tt
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
Project No: Figure No:
EARTH SCIENCE CONSULTANTS B4191-02 B-20
LOG OF TEST PIT
Surface Elevation, 1376± feet
N80E Logged by, CHP Test Pit Number
Pit Orientation 2'x25' Date.. November 15, 1989
Pit Dimensions: None j
Ground Water Depth, Encountered Equipment, Rubber-tired Backhoe TP-10
._, samDles >l
rN Geologic / Engineering Geologic
U
" d _N Description and Remarks Attitudes
w > > c m'o�a a o�
o m ►- 8 w ti 3: o S-- (n_
SM Silty SAND: fine to coarse-grained, medium
brown, dry, moderately loose, very porous
5
10 @ 10 feet, occasional granitic cobble
ALLUVIUM (Qal)
Bottom of Pit at 12 feet.
NOTES:
15 1) No caving.
2) Pit backfilled.
N 00 E
i . . . . . . . . . .... . . . . . ... . , . . l.. . .. l t
. . . . . . . . . . . . . . i
. . . . � . . . . . . . . ... ' . . : : i . : ' : ' .�1'cst
Surface Gradient: Scale: I t'vi c s
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
Project No: Figure No:
EARTH SCIENCE CONSULTANTS B4191-02 B-21
LOG OF TEST PIT
Surface Elevation, 1410± feet Logged by, CHP Test Pit Number
Pit Orientation, N45W
Pit Dimensions, 2'xl5 ' Date, November 15, 1999
None Equipment. Rubber-tired Backhoe TP-11
Ground Water Depth, Encountered
-- Sam les ,•, d
r' pow. TN Geologic / Engineering Geologic
Ev.a L .-... F '
�, > r- a7 p o
Description and Remarks Attitudes
o m I- aw� ii2�3 atn�
SM Silty SAND: fine to coarse-grained, medium tiro•.-
dry, very porous
5
10
@ 11 feet, very coarse-grained, pebbly
ALLUVIUM (Qal)
� f
Bottom of Pit at 12 feet.
NOTES:
15 - 1) No caving.
2 ) Pit backfilled.
9rc)U"(A 5vY4CLCe. N 4 5 W
1 ` i ` .
. . . . . . . . . i': ' ' : f : : : : . cs't .Pi�' ou+tin-e
Surface Gradient. Scale: ,hc� : s -PCC
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Dale: May, 1990
P EARTH SCIENCE CONSULTANTS B�1`��1-02' Figure No:
LOG OF TEST PIT
Surface Elevation, 1356± feet I Logged by, CHP Test Pit Number Pit Orientation, N8ow 99 Y
Pit Dimensions: 2 'xlo'
Date, November 16, 1989
- None Equipment: Rubber-tired Backhoe TP-12
Ground Water Depth, Encountered
-, Sam Jes "
I �o� TN Geologic / Engineering Geologic
'^ " =- F-U
a > v Y �=a T "_ -N Description and Remarks Attitudes
a Go �, o
CL Sandy CLAY: brown, stiff, dry
TOPSOIL
! Granodiorite: brown, very weathered, coarse-
grained, dry, dense, massive
BEDROCK (Far)
r 5
!I Bottom of Pit at 3 feet - refusal.
NOTES:
Vp 1) No caving.
w2) Pit backfilled.
10 �' •
i
- 15
9rou-ncl SUr- ace N BOW
U
. . , i . . :-- ..�..._..•---—,�:--- . . . `-. . . _..-- ' test`pit
: 1 : : - • I . . : . . . . . . . . . . . . .
to . . . . .: . ; : , . . ; : : : : . . : : :
Surface Gradient: Scale. I I v,c_k 5 -�' --t
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
Project No: Figure No!
EARTH SCIENCE CONSULTANTS B4191-02 B-23
LOG OF TEST PIT
Surface Elevation: 1354± feet
Pit Orientation. N70W Logged by: CHP Test Pit Number
�- Pit Dimensions: 2'x20'
Date, November 16, 1989
None EgUlpment: Rubber-tired Backhoe TP-13
Ground Water Depth: Encountered
-- Sam les
� = __ aN Geologic / Engineering Geologic
T N k� T 9
G Y y Y y L�ZmeC; ~fn
T = a � Description and Remarks Attitudes
7.7 _ CL Sandy CLAY: red brown, dry, stiff, blocky
TOPSOIL
x Granodiorite: white to black, coarse-grained,
V 1
o dry, dense, weathered Resealed
5 W BEDROCK (Kgr) Shear @ 4'
N70W,32S
2Joint:
Bottom of Pit at 6� feet - refusal.
N85E,vertical
NOTES: 3E-W,75S
1) No caving. joint
10 2) Pit backfilled.
I
15
N 70 W �rouY,c� Sur- ace
0 l I I I
ro Ur
. . . . . . . . . { . . . . . . . . .
x�r0 , . . f
P. IOU
� . . . . . . . . i
Surface Gradient! Scale: I i'hc_ti s -�er_+
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
N
Projecf No! Figure No!
f.ARTII SCIr_NCC CONSUI_1AN15 B4191- 02 1 I3-24
LOG OF TEST PIT
Surface Elevation: 1368± feet Logged by, CHP Test Pit Number
Pit Orientation, N1ow
21x25' Date: November 16, 1989
Pit Dimensions None
Equipment.ul ment. Rubber-tired Backhoe TP-14
Ground Wafer Depth: Encountered
-- Samples
eoZ a� Geologic / Engineering Geologic
t 2'.2' r F U
Y � � � Ul � •j,l
} 1 s oa T = C Description and Remarks Attitudes
o m ►- o w ii 2 3 0` $n rn? P
SM Silty Clayey SAND: fine to coarse-grained,
brown, dry, angular volcanic fragments up to
6" 0 andl5% in content SLOPEWASH Joints:
Granodiorite: coarse-grained, white to black, 1N15W,55N
5_ dry, weathered BEDROCK (Kgr)
0 2N45W,vertical
x Volcanic intrusion about 1' ' wide, contact
fine-grained, gray white, hard, dry, highly
fractured, exists NEC of pit
3N60E,60SE
-10- _ BEDROCK 4N10E,43S
Bottom of Pit at 10 feet - refusal. 5N23W,vertical
NOTES:
1) No caving.
2) Pit backfilled.
15-
N 10W
9rou:Ytcl. s�r'�ace. . . �. . . • . , . . . I :'.ash : : . : . . : i.�..; I ;: $-!;
S '�..�.�.» � � •---•---------..�_..-----------------I• -- --�- ------.,...___:.. .�._ � '- dike.
. . . . . .. . . . ; . . . . . . . . ; . . . . � . . .
- • k
Surface Gradient: Scale. I inc.1,
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Figure No:
B4191- 02 1 B-25
LOG OF TEST PIT
Surface Elevation: 1460± feet Logged by. clip Test Pit Number
Pit Orientation: N85E
2'x10' Date, November 16, 1989
Pit Dimensions, None
Ground Water Depth, Encountered Equipment: Rubber-tired Backhoe TP-15
Samples
eo_� _ rN Geologic / Engineering Geologic
`� Attitudes
C �" �' ` V, -U DeSCrI t10n and Remarks
aw� i1.��3 o` 8n •n�
Clayey SAND: fine to coarse, brown, dry, loose,
-Inu abundant roots TOPSOIL
wo
cox
Granodiorite: coarse-grained, weathered, white 1Joint:
5 to black, dry, dense BEDROCK(Kg )N65E 70W
Bottom of Pit at 3 feet - refusal.
NOTES:
10 1) No caving.
2) Pit backfilled.
15
• N 85 E
15 i . � . . i .
rSrface Gradient: Scale.. I i;,cl,
Elsinore City Center
Date: May, 1990
G. A. NICOLL & ASSOCIATES, INC.
Project No: Figure No-
EARTH SCIENCE CONSULTANTS B4191-02 B-26
LOG OF TEST PIT
Surface Elevation, 1480± feet Logged by. CHP Test Pit Number
Pit Orientation, west
Pit Dimensions. 2 xlo
Date: November 16, 1989
None Equipment: Rubber-tired Backhoe TP-16
Ground Water Depths Encountered
-� Samples
Geologic / Engineering Geologic
} o o v T = Descri tion and Remarks Attitudes
o m ►- ow — �7_e3 02a U2 P
Cdry�loose,
Silt SAND: fine to coarse-grained, brown,
nV abundant root hairs TOPSOIL
POW
Granodiorite: coarse-grained, white, dry, dens; ,
-5- massive BEDROCK (Kgr)
-10-
Bottom of Pit at 3 feet - refusal.
NOTES:
1) No caving.
2 ) Pit backfilled.
-15-
W c sf
I1 Pp
. )
Surface Gradient. Scale: I )rc1A
Elsinore City Center
N G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
EARTH SCIENCE CONSULTANTS PfOJBCt B419 1- 02 FigurBe-Z O
LOG OF TEST PIT
Surface Elevation, 1445± feet Logged by, CHP Test Pit Number
Pit Orientation, 1185E
Pit Dimensions: 2'xl5' Date, November 16, 1989
None Equipment: Rubber-tired Backhoe TP-17
f Ground Water Depth, Encountered
-. Samples .. , v>1 in ^
dog rN Geologic / Engineering Geologic
G -Y ) N
d o
T Description and Remarks Attitudes
ow` i,,.2s N�
Silty SAND: fine to coarse-grained, dry,
x brown, loose TOPSOIL
O
a Granodiorite: coarse-grained, white to black,
A
weathered, dry, dense; rodent burrows to 4
5- - feet BEDROCK,SKgr Joints:
IN65E,68SE
I2N48E,30-40Nw
Bottom of Pit at 5 feet - refusal.
NOTES:
-10- 1) No caving.
2) Pit backfilled.
15-
NSSC-
t
. ... : : P-;OLIYlc� SUr-�QCG.�\I . .. '� .�-. � i __:. .' •�-1^
. [ . . . . ; . . � . . . � • . : � : : � : :.: : c s t P i� o u.-�-1,to e; : . , : : . �.: :
Surface Gradient! - Scale: I ,i•,8,
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
Project No: Figure No-
EARTH SCIENCE CONSULTANTS B4191-02 B-28
LOG OF TEST PIT
Surface Elevation, 1380± feet Logged by. CHP Test Pit Number
Pit Orientation, S35E
Pit Dimensions
2'x10' Date, November 16, 1989
Ground Water De thl None Equipment: Rubber-tired Backhoe TP-18
p Encountered
Samples
> v
`L y y rn_n �oa wT
Geologic / Engineering Geologic
r:
a U Description and Remarks Attitudes
o am a nn2
u Granodiorite: coarse-grained, dry, weathered, Joints:
o white, orange brown stained, massive
o BEDROCK 1N35W,48S
(Kgr)
2N18W,75S
5 Bottom of Pit at 4 feet - refusal. 3N80E,54N
_ laucls�
1) No caving.
2) Pit backfilled.
10
15
1 535E
: : QroLin4 SUr4 CGS
out lire----.
Surface Gradient: Scale: I the : s fee-E
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
Project No: Figure N o:
EARTH SCIENCE CONSULTANTS B4191- 02 I B-29
LOG OF TEST PIT
Surface Elevation, 1430± feet Logged by. CHP Test Pit Number
Pit Orientation, N35E
- Pit Dimensions: 2'Xlo' Date. November 16, 1989
None Ground Water Depth: Encountered Equipment,ul ment, Rubber-tired Backhoe TP-19
Samples
T � -- rN Geologic / Engineering Geologic
t :- 9
a Y ' °' - 2 y c ' = " -f° Description and Remarks Attitudes
d o d'o�d LL
a P
Granodiorite: coarse-grained, white to black,
qV dry, dense BEDROCK 1Joint:
wo (Kgr) N5W,68SW
Bottom of Pit at 3 feet - refusal. 2Joint:
5 NOTES: N-S,vertical
1) No caving.
2 ) Pit backfilled. 3Joint:
N20E,58SE
10
15
N35E
-- O : � a , : : : : : ! I Srouv�d 5u . act; I .-;`--.-.-• -- i a
Surface Gradient: - Scale:
Elsinore City Center
G. A. NICOLL & ASSOCIATES, INC. Date: May, 1990
�roj'ect N o: Figure No-EARTH SCIENCE CONSULTANTS Bt191- 02 B-30
LOG OF TEST PIT
Surface Elevation: 1420± feet Logged by, CHP Test Pit Number
Pit Orientation, S85w
2'x15' Dates November 16, 1989
Pit Dimensions: None
Ground Water Depth: Encountered Equipment. Rubber-tired Backhoe TP-20
samples , „^
Geologic / Engineering Geologic
L Y d N Y 111 O N ~N
CL .- d s s Description and Remarks Attitudes
o m F- o`w � ii��3 o8'a1na
SM Silty SAND: fine to coarse-grained, medium
brown, dry, medium dense, very porous
ALLUVIUM (Qal)
5
Bottom of Pit at 12 feet.
NOTES:
10 1) No caving.
2 ) Pit backfilled.
15
O
_ 9rou�d su4ace_
5
I .
I
- Pc s� s
Surface Gradient. Scale: I hick
Elsinore City Center
Dote: May, 1990
G. A. NICOLL & ASSOCIATES, INC.
Project No: Figure No:
EARTH SCIENCE CONSULTANTS B4191- 02 B-31
[ Till IlTi
APPENDIX C
Seismic Refraction Exploration
--------- ----
ITT
11
--------------
---------------
2 O
Y'
III
MIIIM
Project B4191-02
APPENDIX C
Seismic Refraction Survey for Rock Excavatability
1 . INTRODUCTION
Appendix C presents the results of our Seismic Refraction
Survey performed on the site. The purpose of our
investigation was to measure and record seismic wave
velocities in selected proposed cut areas in order to provide
preliminary judgments of rock excavatability.
2 . BEDROCK GEOLOGIC CONDITIONS
a) Granitic rock underlies the site either at the surface
or at shallow depths . Near Railroad Canyon Road, the
granitic rocks are fine-grained and closely-fractured,
in a series of dike-like intrusions . Granitic rock
elsewhere on the site is more coarse-grained,
equigranular, and typically weathers to relatively
smooth, rounded slopes . The granitic rocks continue at
a depth below a relatively thick deposit of alluvium,
located along Grape Street paralleling Interstate 15 .
b) Subsequent to emplacement, the granitic rocks have
undergone moderate structural deformation by faulting,
Appendix C
_ Project B4191-02
Page Two
fracturing and jointing. Observed fracture densities in
the harder igneous outcrops ranged from very close to
locally wide-spaced, depending upon the rock type. Near
f
the ground surface, the rocks have been exposed to the
elements which have caused a thin surficial layer to
i decompose into a soil (topsoil) .
I
3 . FIELD INVESTIGATION 91
a) Seismic refraction methods measure the velocities of
compressional (sound) waves through soil and rock.
Seismic waves move quickly in dense, unfractured bedrock
and more slowly in highly weathered or broken materials .
Therefore, there is a close relationship between seismic
wave velocity and the primary determinants of rock
excavatibility: weathering, hardness, and fracture
density.
b Eight seismic refraction lines totalling 1350 fe
et in
length were performed in proposed bedrock cut areas and
in areas blanketed by alluvium. A single-channel signal-
enhancement Nimbus ES-125 seismograph was used for this
survey. An 8-pound sledgehammer provided the energy
source. Geophone spacing along all lines was ten feet.
Lines were run on essentially planar surface profiles to
eliminate terrain corrections in the velocity
i
Appendix C
Project B4191-02
( Page Three
I
calculations . Line lengths varied between 130 and 200
feet (double-ended) . Velocity and depth calculations
( were made using the formulas shown on the explanation
page, utilizing a proprietary computer program that
automated curve fitting with velocity and depth
calculations .
4 . RESULTS AND DISCUSSION
a) Velocities measured within the site ranged between about
1,200 and 8,500 feet per second. The measured seismic
wave velocities were correlated with published
manufacturer's performance data, modified by our
experience with excavation of local bedrock materials,
to arrive at the preliminary rippability judgments
presented in this report. Our judgments are based on
CATERPILLAR D9L series tractors with a single-shank No.
9 ripper, or equivalent. Actual rippability depends
heavily on equipment size and type, equipment condition,
and the skill of the operator.
b) Bedrock velocities in the local granitic intrusive units
generally ranged from approximately 2 ,000 to 8,500 feet
per second. Moderately weathered to decomposed igneous
rocks with velocities up to approximately 5,500 feet per
Appendix C
Project B4191-02
Page Four
second on this site are probably mostly rippable.
Bedrock judged marginally rippable to non-rippable was
encountered at depth along Seismic Line Nos . 4 , 5, 6, 7,
and 8 . The hardest materials within proposed cut areas
appear to be medium to coarse-grained granitic rocks
located principally near a prominent outcrop bracketed
by Line Nos . 4 and 8, with fresh-rock velocities
typically exceeding 7 , 300 feet per second. Geologic
conditions in the light-colored granitic rocks indicate
that isolated corestones (hard, residual boulders
surrounded by otherwise rippable materials) should be
expected in the weathered zone; blasting could be
required to reduce their size or free them for disposal,
although most are likely to be less than 3 to 4 feet in
diameter on this site.
c) Two seismic lines were run across a relatively thick
section of alluvium underlain by relatively fresh and
hard granitic bedrock. Calculated depths of alluvium
range from 40 to 53 feet along the refraction lines;
corestones or an irregular eroded bedrock surface
apparently lie at the base of the alluvium. Rippability
should not be a problem in the alluvium, and the hard,
non-rippable bedrock materials are anticipated to lie
I
fAppendix C
-- Project B4191-02
Page Five
f
far below proposed grades for project development.
f
d) Specific data and calculated velocities for each
I
refraction line are presented in the attached appendix.
Comments are provided that relate the calculated
velocities to observed or anticipated geologic
fconditions . The approximate locations of each refraction
line within the property were plotted in the field by our
field geologist, and are presented on the Geologic Map,
Plate 1.
5 . GENERAL INFORMATION - SEISMIC REFRACTION LINES
a) Arrival times are in seconds .
- b) Velocities shown are in feet per second.
c) Line orientation shown as compass directions for each end
of seismic line .
d) Ignore plotting aids (they help in the evaluation of
fproper layer designations) .
f
Appendix C
Project B4191-02
Page Six
NOTE:
Velocities were calculated by: Rise/Run calculations for apparent
velocities, which were corrected for velocity layer dip. Depth and
thickness of velocity layers were calculated by:
1st Layer (Thickness) Z1 = T1ZV1
2 cos (sin-' Vl/VZ)
cos (sin-1V1/V3)
2nd Layer (Thickness) ZZ = T13-T12 Vz
cos (sin-1V1/V2)
2 cos (sin-1VZ/V3)
where
V1 = Upper Layer Velocity, corrected for dip
VZ = Middle Layer Velocity, corrected for dip
V3 = Lower Layer Velocity
TiZ = Intercept Time for Middle Velocity Layer
Ti3 = Intercept Time for Lower Velocity Layer
Appendix C
Project B4191-02
Page Seven
5 . 2 Seismic Lines
West END East END
GEO. ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS. TIME DESIG. POS. TIME DESIG
0 . . 0000 1 1000. 150 . . 0000 1
10 . . 0080 -1 1000 . 140 . . 0082 1
20 . . 0128 2 1000 . 130 . . 0164 -1
30 . . 0179 2 1000 . 120 . . 0213 2
40 . . 0218 -2 1000 . 110 . . 0255 -2
50 . . 0254 3 1000 . 100 . . 0278 3
60 . . 0285 3 1000. 90 . . 0314 3
70 . . 0335 3 1000 . 80 . .0328 3
80 . . 0368 3 1000. 70 . .0349 3
90 . . 0407 3 1000 . 60 . . 0398 3
100 . . 0438 3 1000 . 50 . . 0452 3
110 . . 0481 3 1000 . 40 . . 0482 3
120 . . 0518 3 1000 . 30 . . 0535 3
130 . . 0582 0 1000 . 20 . . 0565 3
140 . . 0625 0 1000 . 10 . . 0627 0
150 . . 0672 0 1000 . 0 . . 0662 0
VELOCITY West East
DEPTH DEPTH Rippability Comments
1235 . Easy
2174 . 3 . 6 . Easy
2735 . 10 . 15 . Easy to moderate
COMMENTS: Fine-grained intrusive rocks along this line are
apparently highly weathered and/or fractured to depths
greater than 60 feet. Mostly easy ripping is expected.
PLOTTING AID INT. TIME REC. TIME
1st FORWARD 38 . 6 (DEGREES)
1st REVERSE 26 . 7 (DEGREES)
2nd FORWARD 4 . 73 .
2nd REVERSE 7 . 76 .
3rd FORWARD 7 . 63 .
3rd REVERSE 9 . 63 .
Appendix C
Project B4191-02
Page Eight
TIE,.'
East END
GEO. ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS . TIME DESIG. POS. TIME DESIG.
0 . . 0000 1 1000 . 130 . 1
10. . 0066 1 1000. 120. 1
20. . 0121 -1 1000. 110 . 2
30 . . 0157 2 1000. 100 . 2
40 . . 0195 2 1000. 90 . 2
50. .0205 0 1000. 80 . 2
60 . . 0263 2 1000 . 70 . 2
70 . . 0325 2 1000 . 60 . 2
80 . . 0351 2 1000. 50 . 2
90 . . 0384 2 1000 . 40 . 2
100 . . 0413 2 1000. 30 . 2
110 . . 0451 2 1000 . ' 20 . 2
120 . . 0493 2 1000. 10 . 2
130 . . 0519 2 1000 . 0 . 2
VELOCITY West East
DEPTH DEPTH Rippability Comments
1459 . Easy
2803 . 4 . 5 . Easy to moderate
COMMENTS: Conditions similar to Line No. 1. Mostly easy ripping
expected.
PLOTTING AID INT. TIME REC. TIME
1st FORWARD 31 .2 (DEGREES)
1st REVERSE 21 .5 (DEGREES)
2nd FORWARD 5 . 53 .
2nd REVERSE 6 . 51.
I
iAppendix C
Project B4191-02
IPage Nine
Northwest END Southeast END
GEO ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS . TIME DESIG. POS. TIME DESIG.
0 . . 0000 1 1000. 200 . . 0000 1
10 . . 0052 1 1000 . 190 . . 0075 -1
20 . . 0115 -1 1000. 180 . . 0132 2
30 . . 0134 2 1000. 170 . . 0169 2
40 . . 0168 2 1000 . 160 . .0197 2
50 . . 0178 2 1000 . 150 . . 0222 2
60 . . 0222 2 1000. 140 . . 0248 2
70 . . 0247 2 1000 . 130 . . 0264 0
80 . . 0267 2 1000 . � 120 . . 0293 3
90. . 0289 2 1000 . 110 . . 0310 3
100 . . 0314 2 1000 . 100 . . 0321 3
110 . . 0346 2 1000 . 90 . . 0338 3
120 . . 0361 2 1000 . 80 . . 0365 3
130 . . 0408 0 1000 . 70 . . 0384 3
140 . . 0425 -2 1000 . 60 . . 0411 3
150 . . 0449 3 1000 . 50 . . 0441 3
160 . . 0468 3 1000 . 40 . . 0452 3
170 . . 0490 3 1000 . 30 . . 0480 3
180. . 0509 0 1000 . 20 . . 0502 3
190 . . 0508 3 1000 . 10 . . 0530 3
200 . . 0541 3 1000 . 0 . . 0542 3
VELOCITY Northwest Southeast
DEPTH DEPTH RipDability Comments
1536 . Easy
3391 . 5 . 5 . Easy to moderate
5020 . 38 . 22 . Hard to marginal
COMMENTS: Low-velocity layer is surficial soil and extremely
weathered granitic bedrock. Intermediate layer is
weathered bedrock ( "d.g. " ) that should disaggregate into
a coarse-grained sand. Bedrock located deeper than 22
to 38 feet should be rippable with difficulty, with
isolated light blasting considered possible. A small
percentage of total cut volume under this line will
llkoly co► ulat of eiunll corustonos .
Appendix C
Project B4191-02
Page Ten
PLOTTING AID INT. TIME REC. TIME
1st FORWARD 29 .8 (DEGREES)
1st REVERSE 19 .8 (DEGREES)
2nd FORWARD 6 . 57 .
2nd REVERSE 6 . 72 .
3rd FORWARD 18 . 54 .
3rd REVERSE 11 . 54 .
I
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L
1 .
L
L
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I Appendix C
Project B4191-02
Page Eleven
Line No.:;
West END Huns L END
GEO. ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS . TIME DESIG. POS. TIME DESIG.
0 . . 0000 1 1000 . 170. . 0000 1
10 . . 0040 1 1000 . 160 . . 0054 1
20 . . 0083 -1 1000 . 150 . .0097 2
30 . . 0109 2 1000 . 140 . . 0142 2
40 . . 0132 2 1000 . 130 . .0162 2
50 . . 0158 2 1000 . 120 . . 0188 2
60 . . 0192 2 1000 . 110 . . 0228 -2
70 . . 0218 2 1000 . 100 . . 0231 0
80 . . 0245 2 1000 . 90 . . 0257 0
90 . . 0245 0 1000. 80 . . 0304 0
100 . . 0252 0 1000 . 70 . . 0291 3
110 . . 0304 3 1000 . 60 . . 0314 3
120 . . 0304 3 1000 . 50 . . 0311 3
130 . . 0322 3 1000 . 40 . . 0312 3
140 . . 0337 3 1000 . 30 . . 0336 3
150 . . 0360 3 1000 . 20 . . 0363 3
160 . . 0365 3 1000 . 10 . . 0368 3
170 . . 0379 3 1000 . 0 . . 0380 3
VELOCITY West East
DEPTH DEPTH Rippability Comments
2131 . Easy
3439 . 4 . 5 . Moderate
7313 . 29 . 29 . Non-rippable
COMMENTS: Upper 30 feet or so is expected to be relatively easily
excavated. Bedrock is apparently significantly fresher
below 30 feet, and will probably require mostly blasting
for excavation. There are relatively hard bedrock
outcrops west and southwest of this line. Upper, more
weathered rock likely contains occasional small non-
reducible corestones .
Appendix C
Project B4191-02
r Page Twelve
PLOTTING AID INT TIME. REC. TIME
1st FORWARD 22 .5 (DEGREES)
1st REVERSE 18 . 3 (DEGREES)
2nd FORWARD 3 . 49 .
2nd REVERSE 4 . 56 .
3rd FORWARD 15. 38 .
f 3rd REVERSE 15 . 38 .
I
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L
Appendix C
Project B4191-02
Page Thirteen
Line No
Northwest END Southeast END
GEO ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS . TIME DESIG. POS. TIME DESIG.
0 . . 0000 1 1000 . 200 . . 0000 1
10. . 0052 1 1000. 190. . 0055 1
20 . . 0097 1 1000 . 180 . . 0097 -1
30 . . 0140 2 1000. 170 . . 0118 2
40 . . 0177 2 1000 . 160 . . 0168 2
50 . . 0211 2 1000 . 150 . . 0207 2
60 . . 0247 2 1000 . 140 . . 0244 2
70 . . 0292 2 1000 . �30 . . 0304 2
80 . . 0313 2 1000 . 120 . . 0341 2
90 . . 0354 2 1000 . 110 . . 0369 2
100 . . 0379 2 1000 . 100 . . 0406 2
110 . . 0410 2 1000 . 90 . . 0444 2
120 . . 0431 2 1000 . 80 . . 0469 2
130 . . 0478 2 1000 . 70 . . 0497 3
140 . . 0532 -2 1000 . 60 . . 0524 3
150 . . 05435 3 1000 . 50 . . 0533 3
160 . . 0582 3 1000 . 40 . . 0000 0
170 . . 0575 3 1000 . 30 . . 0000 0
180 . . 0601 3 1000 . 20 . . 0575 3
190 . . 0627 3 1000 . 10 . . 0595 3
200 . . 0643 3 1000 . 0 . . 0000 0
VELOCITY Northwest Southeast
DEPTH DEPTH Rippability Comments
2062 . East
2733 . 7 . 2 . Easy to moderate
5934 . 42 . 49 . Mostly non-rippable
COMMENTS: Similar to Line No. 4 . Deepest layer appears to have an
irregular upper surface suggestive of nested corestones .
Some corestones should be expected in all layers .
Appendix C
Project B4191-02
rPage Fourteen
PLOTTING AID INT. TIME REC. TIME
1st FORWARD 25 . 9 (DEGREES)
1st REVERSE 21. 7 (DEGREES)
I 2nd FORWARD 4 . 72 .
2nd REVERSE 1. 80 .
3rd FORWARD 27 . 64 .
3rd REVERSE 30. 61.
91
l
1 .
L
L.
Appendix C
Project B4191-02
Page Fifteen
West END East END
GEO ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS . TIME DESIG. POS . TIME DESIG.
0 . . 0000 1 1000 . 150 . . 0000 1
10 . . 0050 1 1000. 140 . . 0059 1
20 . . 0108 -1 1000. 130. . 0112 -1
30 . . 0139 2 1000 . 120 . . 0161 2
40 . . 0170 2 1000 . 110. . 0192 2
50 . . 0220 2 1000 . 100 . . 0235 2
60 . . 0246 2 1000 . 90 . . 0281 2
70 . . 0282 2 1000 . 80 . . 0317 2
80 . . 0318 2 1000 . 70 . . 0367 2
90 . . 0341 2 1000 . 60 . . 0390 2
100 . . 0389 2 1000. 50 . . 0422 2
110 . . 0419 -2 1000 . 40 . . 0460 3
120 . . 0417 3 1000 . 30 . . 0464 3
130 . . 0438 3 1000 . 20 . .0481 3
140 . . 0469 3 1000 . 10 . . 0489 3
150 . . 0454 3 1000 . 0 . . 0504 3
VELOCITY West East
DEPTH DEPTH RiDpability Comments
1819 . Easy
2696 . 5 . 5 . Easy
8497 . 40 . 48 . Non-rippable '
COMMENTS: This line performed to check depth to bedrock in an area
of alluvium. Top of bedrock is 40 feet or deeper, and
is characterized by an irregular (eroded?) surface of
relatively hard and fresh rock.
PLOTTING AID INT. TIME REC. TIME
1st FORWARD 28 . 3 (DEGREES)
1st REVERSE . 22 . 7 (DEGREES)
2nd FORWARD 4 . 56 .
2nd REVERSE 4 . 63 .
3rd FORWARD 28 . 46 .
3rd REVERSE 33 . 50 .
Appendix C
Project B4191-02
Page Sixteen
Northwest END Southeast END
GEO. ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS . TIME DESIG. POS. TIME DESIG.
0. . 0000 1 1000 . 200 . . 0000 1
10 . . 0052 1 1000 . 190 . . 0042 0
20 . . 0115 -1 1000 . 180 . . 0100 1
30 . . 0147 2 1000. 170 . . 0157 2
40 . . 0176 2 1000 . 160. . 0193 2
50 . . 0207 2 1000 . 150 . . 0234 2
60 . . 0247 2 1000 . 140 . . 0273 2
70 . . 0289 2 1000 . 130 . . 0298 2
80 . . 0339 2 1000. 120 . . 0338 2
90 . . 0383 2 1000 . 1110 . . 0370 2
100 . . 0417 2 1000 . 100 . . 0421 2
110 . . 0459 2 1000. 90 . . 0446 2
120 . . 0489 2 1000 . 80 . . 0503 2
130 . . 0537 -2 1000 . 70 . . 0504 2
140 . . 0543 3 1000 . 60 . . 0561 -2
150 . . 0594 3 1000 . 50 . . 0581 3
160 . . 0598 3 1000 . 40 . . 0616 3
170 . . 0569 3 1000. 30 . . 0611 3
180 . . 0612 3 1000 . 20 . . 0000 0
190 . . 0662 3 1000 . 10 . . 0661 3
200 . . 0622 3 1000. 0 . . 0671 3
VELOCITY Northwest Southeast
DEPTH DEPTH Rippability Comments
1870 . Easy
2646 . 3 . 7 . Easy
6101 . 53 . 46 . Non-rippablei
COMMENTS: This line run in area of alluvium to check depth to
bedrock. Irregular bedrock contact is located at depths
in excess of approximately 46 feet. Conditions are
similar to those for Line No. 6 .
r
r Appendix C
Project B4191-02
r Page Seventeen
I
(l PLOTTING AID INT. TIME REC. TIME
1st FORWARD 29 .8 (DEGREES)
1st REVERSE 21.2 (DEGREES)
2nd FORWARD 2 . 81.
2nd REVERSE 5 . 78 .
3rd FORWARD 35 . 64 .
I 3rd REVERSE 31. 67 •
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Appendix C
Project B4191-02
Page Eighteen
Line No.
West END East END
GEO. ARRIVAL LAYER ELEV. GEO. ARRIVAL LAYER
POS. TIME DESIG. POS. TIME DESIG.
0 . . 0000 1 1000. 150. .0000 1
10. . 0044 1 1000. 140 . . 0060 1
20. . 0084 1 1000. 130. . 0104 2
30 . . 0116 1 1000. 120 . . 0138 2
40 . . 0156 -1 1000. 110 . . 0160 2
50 . . 0181 2 1000 . 100 . . 0191 2
60 . . 0214 2 1000. 90 . . 0227 2
70 . . 0233 2 1000. 80 . . 0252 2
80 . . 0259 2 1000. 70 . . 0265 2
90 . . 0288 2 1000. 60 . . 0289 0
100 . . 0309 2 1000 . 50 . . 0314 0
110 . . 0326 3 1000 . 40 . . 0342 3
120 . . 0340 3 1000 . 30 . . 0353 3
130 . . 0359 3 1000 . 20 . . 0363 3
140 . . 0356 3 1000 . 10 . . 0397 3
150. . 0371 3 1000. 0 . . 0400 3
VELOCITY West East
DEPTH DEPTH Rippability Comments
2135 . Easy
3742 . 7 . 7 . Moderate
7494 . 46 . 35 . Non-rippable
COMMENTS : This line located west of Line No. 4, on opposite side
of large granitic outcropping. The refraction results
indicate increasing depths to hard, non-rippable
materials to the west (depths are perpendicular to
existing ground surface) . Corestones will likely be
relatively common in this area. The outcropping may
require isolated blasting.
r
rAppendix C
_. Project B4191-02
Page Nineteen
r
rPLOTTING AID TNT. TIME REC. TIME
1st FORWARD 21. 1 (DEGREES)
�y 1st REVERSE 17 .3 (DEGREES)
2nd FORWARD 5. 44 .
2nd REVERSE 5 . 47 .
3rd FORWARD 21. 37 .
�. 3rd REVERSE 16 . 40 .
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APPENDIX D
Laboratory Testing Program
T�
ILLILL
•` O
'1
iC
Project B4191-02
APPENDIX D
Laboratory Testing Program
The laboratory testing program was directed towards providing
quantitative data relating to the relevant engineering properties
of the soils . Samples considered representative of site conditions
were tested as described below. For convenience, test results from
our Geotechnical Feasibility Investigation, Project B4191-01, are
presented herein, as well .
a) Moisture-Density
Moisture-density information usually provides a gross
indication of soil consistency. Local variations at the time
of the investigation can be delineated, and a correlation
obtained between soils found on this site and nearby sites .
The dry unit weights and field moisture contents were
determined for selected samples . The results are shown on the
Logs of Test Pits and Borings .
b) Compaction
Representative soil samples were tested in the laboratory to
determine the maximum dry density and optimum moisture
content, using the ASTM D1557 compaction test method. This
test procedure requires 25 blows of a 10-pound hammer falling
Appendix D
Project B4191-02
Page Two
a height of 18 inches on each of five layers, in a 1/30 cubic
foot cylinder. The results of the tests are presented in the
table below:
Optimum
Test Pit/ Sample Moisture Maximum
Boring Depth Soil Content Dry Density
No. (ft. ) Description ( %) (lb/ft3)_
TP-4 2-4 Clayey SAND 7 .5 132 . 9
TP-8 1-2 Silty SAND 5 . 3 128 . 2
TP-13 i-11 Sandy CLAY '11 . 3 116 .4
B-2 10-12 GRANODIORITE (SM) 6 . 8 125 .5
B-3 4-6 GRANODIORITE (SM) 9 . 4 129 .5
B-9 9-11 Silty SAND 7 .5 132 .5
B-10 14-16 Silty SAND 8 . 0 130 . 8
c) Direct Shear
Direct shear tests were made on remolded samples, using a
direct shear machine at a constant rate of strain. Variable
normal or confining loads are applied vertically and the soil
shear strengths are obtained at these loads . The angle of
internal friction and the cohesion are then evaluated. The
samples were tested at saturated moisture contents. The test
results are on the following page, in terms of the Coulomb
shear strength parameters:
Appendix D
Project B4191-02
Page Three
Test Pit/ Sample Coulomb Internal
Boring Depth Soil Cohesion Friction Peak/
No. ( ft. ) Description lb ftZ (%) Residual
TP-4 2-4 Clayey SAND 0 40 Peak
0 21 Residual
TP-8 1-2 Silty CLAY 20 41 Peak
0 43 Residual
B-2 10-12 Silty SAND 0 44 Peak
0 34 . 5 Residual
B-9 9-11 Silty SAND 0 40 Peak
0t 31
d) Expansion Index
A representative soil sample was collected in the field and
tested in the laboratory in accordance with the ASCE Expansion
Index Method, as specified by UBC Standard No. 29-2 . The
degree of expansion potential is determined from soil volume
changes occurring during saturation of the specimen. The
result of the test is presented below:
Test Sample
Pit Depth Expansion Expansion
No. (ft. ) Soil Description Index Potential
TP-13 0 .5-1.5 Sandy CLAY 58 Moderate
Appendix D
Project B4191-02
Page Four
e) Sulphate Content
Representative samples were analyzed for their sulphate
content. The results are given below:
Sample Sulphate
Boring Depth Content
No. ( ft . ) Soil Description f%l
B-9 9-11 Silty SAND 0 . 0128
B-10 14=.16 Silty SAND 0 . 0152
f) Consolidation
Loads are applied to the test specimen in several increments
in a consolidometer and the resulting deformations are
recorded at selected time intervals . The rebound deformations
during unloading are also recorded. Porous stones are placed
in contact with the top and bottom of the sample to permit the
ready addition or release of water. Samples were tested at
field and saturated moisture contents . The results are shown
in Figures D-1 through D-6 .
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APPENDIX E
Slope Stab.ilitV Analyses
till
fill
till
{,,
Project B4191-02
APPENDIX E
Slope Stability Analyses
1 . FILL SLOPES
a) Approach
i) A representative cross section (A-A' ) was analyzed
for slope stability. Cross Section A-A' represents
the portion of the site where the compacted fill
slope height is at a malimum.
ii) A computer-aided solution was obtained using the
UTEXAS2 slope stability program. In this case, the
computer program located the circular failure
surface with the lowest factor of safety.
b) Design Parameters
i) The shear parameters used in the stability analysis
were based on the results presented in Appendix D,
in conjunction with the test results from previous
investigations . The shear tests were invariably
conducted on saturated samples, the shear tests
themselves being run on submerged specimens .
Residual values were utilized for the stability
analysis .
Appendix E
Project B4191-02
Page Two
ii) For the bedrock (Granodiorite) material, strength
values were estimated from a combination of remolded
strengths, drive energies and our experience. Due
to the very dense, hard condition of the bedrock,
samples could not be obtained for testing. The
following values were used for the analysis :
Shear Strength
In-Situ Friction
Bulk Density Angle Cohesion
Soil/Geologic Unit Llb ft' I-LI (lb/ftzJ
1 . Compacted Fill 126 31 0
2 . GRANDIORITE 140 40 1000
c) Stability Analysis
i) The slope stability analysis was performed on Cross
Section A-A' . The critical failure surface is shown
on the cross section in Figure E-1. The computer
output is enclosed as Figure E-3 . It is important
to note that the computer program located the final
failure surface at a point where it just touches the
slope face; therefore, this surface was considered
non-critical.
ii) The critical failure surface has a factor of safety
of 1 . 53, which exceeds the minimum acceptable value
of 1 .5.
Appendix E
Project B4191-02
Page Three
2 . CDT SLOPES
a) Approach
i) A representative cross section (B-B' ) was analyzed
for slope stability. Cross Section B-B' represents
the portion of the site where the cut slope height
is at a maximum.
ii) A simple block failure surface was analyzed for its
factor of safety using the following equation:
cL + Wcos --e- tan
F.S . = Wsin oc
where: c = cohesion (lb/ft2) --
L = length of failure surface (ft)
W = weight of the block (lbs)
= angle of failure plane from the horizontal
(degrees)
= friction angle (degrees)
b) Design Parameters
The bedrock shear parameters used for the stability
analysis are the same as shown in, the previous
paragraphs .
Appendix E
Project B4191-02
Page Four
c) Stability Analysis
i) The slope stability analysis was performed on Cross
Section B-B' . The assumed failure surface is shown
on the cross section in Figure E-2 .
[ ii) The failure surface has a factor of safety of 2 . 89 ,
which exceeds the minimum acceptable value of 1.5 .
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a
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1500 o Surface j j o I 1500
V I street I a o
o °'
O
— 1400 o ° t TF-7 B-4 existing grade — ^ —
I oy � l 1400
i QN i v Aqr A t
C' O i v
"46,0 1300 �// TF-r� �_� v Kgr proposed grade
1300 '
?�� Kgr
t
1200 -1200 �I
Remove /O
alluvia / .Sd�/ , i
4
t
NOTE See Key on Plate I for explanation of symbols.
100 0 100 200 Elsinore City Center
scale feet G. A. NICOLL & ASSOCIATES Date: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Figure No'
_ B 4191 - 02
rn1 BISHOP GRAPHICSIACCUPRESS
•�'J RFnDnrF N1`1 L114AI
N ,68 W N 87 W
c N 81 W
c B'
a
o u
c � b
B 'rz) °n 'L
1 0 o c
I TP_16 1500
8-3
1500 I I exisfing I q o M
� .
h I grade I y
B-2 B-/ K
- .•. .. . • 91,
1400
V
1400
TP-4 ^ - - - — — ---
•- -- --- --/
m B-6 proposed grade
_ � Kgr As.Surr?P d Fta i lure 1300
\67— v �' B/oCK 7r6r 4
co 1300 Oa/ v J / = / slope
ZZ
m Kgr
0
1200
1200 �
iQe rn o v
Co/wPs%6/C A//uvic/ �'oi �
NOTE See Key on Plate I for explanation of symbols.
Elsinore City Center
100 0 100 200 Date: May , 1990
G. A. NICOLL & ASSOCIATES Fi ure R'o�
B �•
scale feet EARTH SCIENCE CONSULTANTS PrOJ 9 G r
4191- 02 E-2
/n1 BISHOP GRAPHICSIACCUPRESS
,cJ oFnonco un eoo•ra
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G . WRIGHT
TABLE NO . 1
R=1teK>k:k>klc:kkk*** k%k%kk* kkkkKk>k*#Jkk* k*# k:kkkkkkk
* COMPUTER PROGRAM DESIGNATION - UTEXAS2
* Originally Coded By Stephen G. Wright
* Version No . 1 . 206
f * Last Revision Date 2/3/87
* Serial No. 00004
* (C) Copyright 1985 Stephen G. Wright
* All Rights Reserved
******************************************
**************************************************************
* *
* RESULTS OF COMPUTATIONS PERFORMED USING THIS COMPUTER *
* PROGRAM SHOULD NOT BE USED FOR DESIGN PURPOSES UNLESS THEY *
* HAVE BEEN VERIFIED BY INDEPENDENT ANALYSES, EXPERIMENTAL
* DATA OR FIELD EXPERIENCE . THE USER SHOULD UNDERSTAND THE
* ALGORITHMS AND ANALYTICAL PROCEDURES USED IN THE COMPUTER
* PROGRAM AND MUST HAVE READ ALL DOCUMENTATION FOR THIS
* PROGRAM BEFORE ATTEMPTING ITS USE.
* *
* NEITHER THE UNIVERSITY OF TEXAS NOR STEPHEN G . WRIGHT
* MAKE OR ASSUME LIABILITY FOR ANY WARRANTIES, EXPRESSED OR
* IMPLIED, CONCERNING THE ACCURACY, RELIABILITY, USEFULNESS
* OR ADAPTABILITY OF THIS COMPUTER PROGRAM.
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G . WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO . 2
* NEW PROFILE LINE DATA
*************************
PROFILE LINE 1 - MATERIAL TYPE = 1
FILL
Point X Y
1 .000 90. 000
2 80 .000 90. 000
3 200 .000 150 . 000
4 400 . 000 150. 000
i
- PROFILE LINE 2 - MATERIAL TYPE = 2
BEDROCK
Point X Y
FiGc•/RE E— 3
1 .000 65 . 000
I 2 310 . 000 105 . 000
3 400 .000 135 . 000
All new profile lines defined - No old lines retained
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S. G. WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO . 3
* NEW MATERIAL PROPERTY DATA
DATA FOR MATERIAL TYPE 1
FILL
Unit weight of material = 126. 000
CONVENTIONAL ( ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - - - .000
Friction angle - - - - - 31 .000 degrees
No ( or zero) pore water pressures
DATA FOR MATERIAL TYPE 2
BEDROCK
Unit weight of material = 140.000
CONVENTIONAL ( ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - - - 1000 .000
Friction angle - - - - - 40. 000 degrees
No (or zero) pore water pressures
All new material properties defined - No old data retained
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G. WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO. 9
* NEW ANALYSIS/COMPUTATION DATA
Circular Shear Surface(s)
Automatic Search Performed
Starting Center Coordinate for Search at -
X = 110 .000
Y = 220 . 000
Required accuracy for critical center (= minimum
spacing between grid points) _ . 500
Critical shear surface not allowed to pass below Y = 65 . 000
For the initial mode of search
all circles are tangent to horizontal line at -
Y = 84 . 000
Short form of output will be used for search
---------------------------------------------------------------------
THE FOLLOWING REPRESENT EITHER DEFAULT OR PREVIOUSLY DEFINED VALUES :
Initial trial estimate for the factor of safety = 3 .000
Initial trial estimate for side force inclination = 15 . 000 degrees
(Applicable to Spencer 's procedure only)
Maximum number of iterations allowed for
calculating the factor of safety = 40
Allowed force imbalance for convergence = 100 .000
Allowed moment imbalance for convergence = 100.000
Initial trial values for factor of safety (and side force inclination
for Spencer ' s procedure) will be kept constant during search
Maximum subtended angle to be used for subdivision of the
circle into slices = 3 . 00 degrees
Depth of crack = .000
Search will be continued to locate a more critical shear
surface ( if one exists) after the initial mode is complete
Depth of water in crack = .000
Unit weight of water in crack = 62 . 400
Seismic coefficient = .000
Procedure used to compute the factor of safety: SPENCER
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S. G . WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
I
r
TABLE NO. 10
* NEW SLOPE GEOMETRY DATA
I
l
***************************
NOTE - NO DATA WERE INPUT, SLOPE GEOMETRY DATA
r WERE GENERATED BY THE PROGRAM
- Slope Coordinates -
Point X Y
1 .000 90. 000
2 80.000 90.000
3 200. 000 150.000
4 400 .000 1506000
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S. G . WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO. 14
************************************************************
* SHORT-FORM TABLE FOR SEARCH WITH CIRCULAR SHEAR SURFACES
Center Coordinates of
Critical Circle Factor Side
of Force
Mode X Y Radius Safety Inclin.
2 Tangent Line 88 . 500 219 . 000 135 .000 1 . 528 21 . 52
at Y = 84 . 0
3 Constant Radius 73 . 500 237 . 500 135 . 000 1 . 204 26 . 57
of R = 135 .0
2 Tangent Line 73 . 500 236. 500 134 . 000 1 . 202 26 . 57 1.
at Y = 102 . 5
3 Constant Radius 73 . 500 236 . 500 134 . 000 1 . 202 26 . 57
of R = 134 . 0
TABLE NO. 15
***** FINAL CRITICAL CIRCLE INFORMATION *****
X Coordinate of Center - - - - - - - 73 . 500 /t/< <//
Y Coordinate of Center - - - - - - - 236 . 500 S�2�� S J� 1a c c
Radius - - - - - - - - - - - - - - - 134: OOO
Factor of Safety - - - - - - - - - - 2 . 202
Side Force Inclination - - - - - - - 26.57
Number of circles tried - - - - - - 194
No. of circles F calc. for - - - - - 138
***** CAUTION ***** FACTOR OF SAFETY COULD NOT BE COMPUTED FOR SOME
OF GRID POINTS AROUND THE MINIMUM
***** RESULTS MAY BE ERRONEOUS *****
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G . WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO. 20
* INFORMATION FOR INDIVIDUAL SLICES ( INFORMATION IS FOR CRITICAL
* SHEAR SURFACE IN THE CASE OF AN AUTOMATIC SEARCH)
Slice Slice Matl . Friction Pore
No. X Y Weight Type Cohesion Angle Pressure
129 . 8 114 . 9
1 133 . 0 116 . 5 11 .3 1 .00 31 .00 . 0
136 . 1 118 . 0
2 136. 5 118 . 3 1 . 5 1 . 00 31 . 00 . 0
137 . 0 118 . 5
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S. G. WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO . 21
******************************************************************
* INFORMATION FOR INDIVIDUAL SLICES ( INFORMATION IS FOR CRITICAL
* SHEAR SURFACE IN THE CASE OF AN AUTOMATIC SEARCH)
FORCES DUE TO SURFACE PRESSURES
Y for
Slice Seismic Seismic Normal Shear
No . X Force Force Force Force X Y
1 133 . 0 0 . 116 . 5 0 . 0 . . 0 . 0
2 136 . 5 0 . 118 . 3 0 . 0 . . 0 . 0
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G. WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO. 23
* INFORMATION GENERATED DURING ITERATIVE SOLUTION FOR THE FACTOR
* OF SAFETY AND SIDE FORCE INCLINATION BY SPENCER'S PROCEDURE
s*s***********************s**s**ss***ss******�***s******•*#*******
Trial Trial
Factor Side Force Force Moment Delta
Iter- of Inclination Imbalance Imbalance Delta-F Theta
ation Safety (degrees) ( lbs . ) ( ft .-lbs. ) (degrees)
1 3 . 00000 15 .0000 0 . 3366E+01 -0 . 2632E+03
First-order corrections to F and THETA . . . . . . . . . -0. 424E+01 0 . 331E-02
Values factored by 0 . 118E+00 - Deltas too large -0 . 500E+00 0 . 391E-03
2 2 . 50000 15 . 0004 0 . 2893E+01 -0. 2262E+03
First-order corrections to F and THETA . . . . . . . . . -0 . 257E+01 0 . 393E-02
Values factored by 0 . 195E+00 - Deltas too large -0. 500E+00 0 . 764E-03
3 2 . 00000 15 . 0012 0 . 2198E+01 -0 . 1719E+03
First-order corrections to F and THETA . . . . . . . . . -0 . 128E+01 0 . 529E-02
Values factored by 0 . 391E+00 - Deltas too large -0. 500E+00 0 . 207E-02
4 1 . 50000 15 . 0032 0. 1074E+01 -0 . 8397E+02
First-order corrections to F and THETA . . . . . . . . . -0 . 365E+00 0 . 111E-01
Second-order correction - Iteration 1 . . . . . . . . -0. 307E+00-0 . 314E+01
Second-order correction - Iteration 2 . . . . . . . . -0 . 306E+00-0 . 303E+01
Second-order correction - Iteration 3 . . . . . . . . -0. 306E+00-0 . 291E+01
Second-order correction - Iteration 4 . . . . . . . . -0. 306E+00-0. 280E+01
Second-order correction - Iteration 5 . . . . . . . . -0. 306E+00-0. 268E+01
Second-order correction - Iteration 6 . . . . . . . . -0. 306E+00-0 . 256E+01
Second-order correction - Iteration 7 . . . . . . . . -0. 306E+00-0. 244E+01
Second-order correction - Iteration 8 . . . . . . . . -0. 306E+00-0 . 233E+01
Second-order correction - Iteration 9 . . . . . . . . -0. 306E+00-0 . 221E+01
Second-order correction - Iteration 10 . . . . . . . . -0 . 306E+00-0 . 209E+01
SECOND-ORDER CORRECTIONS DID NOT CONVERGE
IN 10 ITERATIONS - FIRST-ORDER CORRECTIONS
USED
5 1 . 13487 15 . 0143 -0. 3118E+00 0. 2433E+02
First-order corrections to F and THETA . . . . . . . . . 0. 637E-01-0 . 385E-01
Second-order correction - Iteration 1 . . . . . . . . 0. 673E-01-0 . 190E+01
Second-order correction = Iteration 2 . . . . . . . . 0 . 674E-01-0 . 188E+01
Second-order correction - Iteration 3 . . . . . . . . 0. 674E-01-0. 186E+01
Second-order correction - Iteration 4 . . . . . . . . 0. 674E-01-0 . 184E+01
Second-order correction - Iteration 5 . . . . . . . . 0. 674E-01-0. 183E+01
Second-order correction - Iteration 6 . . . . . . . . 0. 674E-01-0 . 181E+01
Second-order correction - Iteration 7 . . . . . . . . 0. 674E-01-0 . 180E+01
Second-order correction - Iteration 8 . . . . . . . . 0. 674E-01-0 . 178E+01
Second-order correction - Iteration 9 . . . . . . . . 0. 674E-01-0. 176E+01
Second-order correction - Iteration 10 . . . . . . . . 0 . 674E-01-0. 175E+01
SECOND-ORDER CORRECTIONS DID NOT CONVERGE
IN 10 ITERATIONS - FIRST-ORDER CORRECTIONS
USED
6 1 . 19853 14 . 9758 -0. 1508E-01 0. 1147E+01
First-order corrections to F and THETA . . . . . . . . . 0. 338E-02-0 . 851E+00
Second-order correction - Iteration 1 . . . . . . . . 0.340E-02-0. 296E+01
Second-order correction - Iteration 2 . . . . . . . . 0 . 340E-02-0 . 348E+01
Second-order correction - Iteration 3 . . . . . . . . 0. 340E-02-0 . 390E+01
Second-order correction - Iteration 4 . . . . . . . . 0. 340E-02-0. 426E+01
Second-order correction - Iteration 5 . . . . . . . . 0. 340E-02-0. 458E+01
Second-order correction - Iteration 6 . . . . . . . . 0 . 340E-02-0. 487E+01
Second-order correction - Iteration 7 . . . . . . . . 0. 340E-02-0. 514E+01
Second-order correction - Iteration 8 . . . . . . . . 0. 340E-02-0. 539E+01
Second-order correction - Iteration 9 . . . . . . . . 0 . 340E-02-0. 561E+01
Second-order correction - Iteration 10 . . . . . . . . 0 . 340E-02-0 . 583E+01
SECOND-ORDER CORRECTIONS DID NOT CONVERGE
IN 10 ITERATIONS - FIRST-ORDER CORRECTIONS
USED
7 1 . 20191 14 . 1251 -0. 9829E-04 -0. 2767E-01
First-order corrections to F and THETA . . . . . . . . . 0 . 101E-03 0 . 148E+02
Values factored by 0 . 580E+00 - Deltas too large 0. 583E-04 0 . 859E+01
8 1 . 20197 22 . 7194 -0 . 4862E-04 -0 . 8880E-02
First-order corrections to F and THETA . . . . . . . . . 0. 345E-04 0 . 416E+01
Second-order correction - Iteration 1 . . . . . . . . 0 . 688E-04 0 . 980E+01
Second-order correction - Iteration 2 . . . . . . . . 0. 728E-04 0 . 103E+02
Second-order correction - Iteration 3 . . . . . . . . 0 . 751E-04 0 . 106E+02
Second-order correction - Iteration 4 . . . . . . . . 0 . 771E-04 0 . 109E+02
Second-order correction - Iteration 5 . . . . . . . . 0 . 789E-04 0 . 112E+02
Second-order correction - Iteration 6 . . . . . . . . 0 . 805E-04 0. 114E+02
Second-order correction - Iteration 7 . . . . . . . . 0 . 820E-04 0 . 117E+02
Second-order correction - Iteration 8 . . . . . . . . 0. 834E-04 0. 119E+02
Second-order correction - Iteration 9 . . . . . . . . 0 . 846E-04 0 . 121E+02
Second-order correction - Iteration 10 . . . . . . . . 0 . 858E-04 0 . 123E+02
SECOND-ORDER CORRECTIONS DID NOT CONVERGE
IN 10 ITERATIONS - FIRST-ORDER CORRECTIONS
USED
9 1 . 20200 26. 8773 -0. 2082E-05 0 . 1065E-02
First-order corrections to F and THETA . . . . . . . . . -0 . 145E-05-0 . 312E+00
Second-order correction - Iteration 1 . . . . . . . . 0 . 368E-05 0 . 539E+00
Second-order correction - Iteration 2 . . . . . . . . 0 . 898E-05 0 . 140E+01
Second-order correction - Iteration 3 . . . . . . . . 0 . 156E-04 0 . 247E+01
Second-order correction - Iteration 4 . . . . . . . . 0 . 294E-04 0 . 465E+01
Second-order correction - Iteration 5 . . . . . . . . 0. 205E-04 0 . 324E+01
Second-order correction - Iteration 6 . . . . . . . . 0 . 167E-03 0 . 262E+02
Second-order correction - Iteration 7 . . . . . . . . 0. 185E-03 0 . 260E+02
Second-order correction - Iteration 8 0. 183E-03 0 . 256E+02
Second-order correction - Iteration 9 . . . . . . . . 0. 180E-03 0 . 253E+02
Second-order correction - Iteration 10 . . . . . . . . 0. 177E-03 0 . 249E+02
SECOND-ORDER CORRECTIONS DID NOT CONVERGE
IN 10 ITERATIONS - FIRST-ORDER CORRECTIONS
USED
10 1 . 20200 26 . 5652 0. 8941E-07 -0 . 3430E-05
First-order corrections to F and THETA . . . . . . . . . -0 . 199E-07-0 . 183E-03
FACTOR OF SAFETY - - - - - - - - 1 . 202
SIDE FORCE INCLINATION - - - - - 26. 57
NUMBER OF ITERATIONS - - - - - - 10
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G . WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO. 2.4
*********************************************
* FINAL RESULTS FOR SHEAR SURFACE (CRITICAL
* SURFACE IN CASE OF A SEARCH)
SPENCER' S PROCEDURE USED TO COMPUTE FACTOR OF SAFETY
Factor of Safety = 1 . 202 Side Force .Inclination = 26. 57 Degrees
-------- VALUES AT CENTER OF BASE OF SLICE---------
TotalEffective
Slice Normal Normal Shear
No. X-center Y-center Stress Stress Stress
1 133 .0 116. 5 1 . 4 1 . 4 . 7
2 136. 5 118 . 3 1 .4 1 . 4 . 7
CHECK SUMS - (ALL SHOULD BE SMALL)
SUM OF FORCES IN VERTICAL DIRECTION = .00 (= 0. 232E-07)
SHOULD NOT EXCEED 0. 100E+03
SUM OF FORCES IN HORIZONTAL DIRECTION = .00 (= 0. 129E-07)
SHOULD NOT EXCEED 0. 100E+03
SUM OF MOMENTS ABOUT COORDINATE ORIGIN = .00 (=-0 . 456E-05)
SHOULD NOT EXCEED 0. 100E+03
SHEAR STRENGTH/SHEAR FORCE CHECK-SUM = .00 (= 0. 147E-07)
SHOULD NOT EXCEED 0 . 100E+03
UTEXAS2 - VER. 1 . 206 - 2/3/87 - SN00004 - (C) 1985 S . G. WRIGHT
LAKE ELSINORE CITY CENTER
JOB B4191-02 , SECTION A-A'
60 FOOT HIGH FILL SLOPE
TABLE NO. 25
* FINAL RESULTS FOR SHEAR SURFACE (CRITICAL
* SURFACE IN CASE OF A SEARCH)
SPENCER' S PROCEDURE USED TO COMPUTE FACTOR OF SAFETY
Factor of Safety = 1 . 202 Side Force Inclination = 26 . 57 Degrees
---------------- VALUES AT RIGHT SIDE OF SLICE ------------------
Y-Coord. of Fraction Sigma Sigma
Slice Side Side Force of at at
No. X-Right Force Location Height Top Bottom
1 136. 1 0 . 118 . 0 . 501 1 .4 1 . 4
2 137 .0 0 . 134 . 1 ABOVE . 0 . 0
CHECK SUMS - (ALL SHOULD BE SMALL)
SUM OF FORCES IN VERTICAL DIRECTION = .00 (= 0. 232E-07)
SHOULD NOT EXCEED 0. 100E+03
SUM OF FORCES IN HORIZONTAL DIRECTION = .00 (= 0. 129E-07)
- SHOULD NOT EXCEED 0. 100E+03
SUM OF MOMENTS ABOUT COORDINATE ORIGIN = .00 (=-0.456E-05)
SHOULD NOT EXCEED 0. 100E+03
SHEAR STRENGTH/SHEAR FORCE CHECK-SUM = .00 (= 0. 147E-07)
SHOULD NOT EXCEED 0. 100E+03
END-OF-FILE ENCOUNTERED WHILE READING COMMAND
WORDS - END OF PROBLEM(S) ASSUMED
i •
1
(
1 .
1
1 _
L .
1
APPENDIX F
Geologic Cross Sections
r'
t
f
N18 E N 43 W
� a
J
15 00 0
1500
w street I Q o
0
o rz
aexistin rode
1400 TP-7 B-4 g g —"—
m aN I T A 1400
o 1300 r r Kgr ^ proposed grade
1300
a, Kgr
1200
1200
I '
N
1
NOTE See Key on Plate I for explanation of symbols.
f
100 0 100 200
Elsinore City Center
scale feet G. A. NICOLL & ASSOCIATES Date: May, 1990
EARTH SCIENCE CONSULTANTS Project. NO: Figure No-
F7 B 4191-02 F-1
—�BISHOP aRAPHICSIACCUPRESS AMMI
REORDER NO.A23463
N 81 W N ,68 W N 87 W
o �
J �
1500 0 1 oa Q) I c, B-3 TP-16 1500
y 1 existin og Q ZE
o 1
I i grade 1
6_2 B-1
I -- � ' K9 r
1400 ,gyp ( — = ———— v 1400
v
m E-6 • TP-4 / y--- --- -- ^ --- — — --
�r. - ---- - -- -- -- - - - _ �- - -- proposed grade
Kgr
;0 1300 pa/ _ v 1300
� o
A
Kgr
' 1200 1200
M
NOTE See Key on Plate I for explanation of symbols.
100 0 100 200 Elsinore City Center
scale feet G. A. NICOLL & ASSOCIATES Date: May , 1990
EARTH SCIENCE CONSULTANTS ^'Ojed No: Figure No.
B 4191- 02 F-2
BISHOP GRAPMICS�ACCUPRESS
REORDER NO.A23463
3
I A
I�3
I N87E
C�
q
lsoo
o
I500
f a 3
existing grade
v
I o 1400 Kgr
1400
propose d grade '"
1300
1300
1 �
tl
JI
.I
it
NOTE See Key on Plate I for explantion of symbols.
l
f 100 0 100 200 E/sinore -It Center
scale feet G. A. NICOLL & ASSOCIATES Date: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Figure No
)BISHOP GRAPH r REOROER NO.A23463 ICSIACCUPRESS
B 4191—02 F-3
CANYON SUBDRA/N
Remove unsuitable material ! Surface of competent material
� 11
Compacted fill \ ��
—Typical benching
O
Incline bench toward drain See subdrain detail below
9 cubic feet(minimum) of
filter material per lineal foot.
.T
Approved perforated pipe
(perforations down) see
specification bolow.
6"
6"
SUBDRAIN DETAIL
NOTES
I Pipe specifications: Drain pipe shall be a minimum of 4" diameter ( 6" minimum for run3 of
500 or greater or as recommended by Soils Engineer). Pipe specifications shalt conform to the
:I Standard Specifications for Public Works Construction or as recommended by the Soils
Engineer and approved by the Building Official or Engineer,
2 Filter material shall meet the following specifications or as recommended by the Soils Engineer
Vl and approved by the Building Official or Engineer.
lSIEVE SIZE PERCENTAGE PASSING
I" - - - - - - - - 100
3/4" _ _ _ - _ _ _ 90-100
3/8" _ - - _ - - - - 40-100
NO. 4 _ _ _ _ _ - _ - 25-40
NO. 8 _ - _ _ - _ - - 18-33
NO.30 _ _ - - _ _ - - 5-115
NO.50 _ - _ - _ - - - 0-7
NO.200 - _ _ _ - - _ - 0-3
Elsinore City Center
G. A. NICOLL i ASSOCIATES Date: May, 1990
EARTH SCIENCE CONSULTANTS Project No: Figure No!
B4191-02 G-1
i
f
------------
APPENDIX G
Typical Grading Details
IIL
Figures G-1 to G-4
I IIIL
,I
�f, O
i
DIP/6-AL GRA.DIN6 2�ETA/L
Stabilization Fill for Unstable Material
Exposed in Portion of Cut Slope
nd
N�uto\ m00% Competent earth`
Finished grade '
Compacted_
,
4 (typ.) benching into
J un �e competent material
\stuL)le Boll, bedrock, at-
Keyway
other approved foundation
GJ` 5\09e 2 material -- --
12 minimum � N
minimum (keyway inclined 2%
minimum Into slope)
i
NOTE Subdrains may be required depending on site cond t on&
Elsinore City Center
Date: May, 1990
G. A. NICOLL 4 ASSOCIATES
"eCf No: Figure No'
EARTH SCIENCE CONSULTANTS B4191-02 G-2
f .
TYFICQL SUTTRESS FILL DETAIL
I no scale
I
1
I
compacted fill blanket if required
I 1m2n. I
,
finished slope gradient
1
4' (typ.)benching
Ipaved drainage into competent
benches, per code material
slope
hepht
back slope gradient
I
I i
subdran outlet
2 SUBDRAIN DETAIL
min.- 2%min. � SUBDRAIN
s 2% min. subdrain, as o
required (typ.) -2 /o cu. ft./LIN. ft. (min.)
APPROVED FILTER
key Iey widthMATERIAL
depth SUBDRAIN OUTLE_
BENCHING
The following dimensions are determined by specific design:
I key depth (generally 3'-5' )
key width (generally V2 slope height)
L , finished slope gradient (generally 2'1 horizontal : vertical)
Iback slope gradient (varies)
subdrain spacing (vertical spacing varies , outlets of 100' horizontal)
oompocted fill blanket thickness (generally 3'- 4') if required
Elsinore City Center
` Date: May, 1990
G. A. NICOLL A ASSOCIATES
EARTH SCIENCE CONSULTANTS "OctB4191-02 FiQur•G-3 i
TYPICAL GRADING DETAILS
Benched Fill Over Natural Grade
Benching shall be required when natural slopes are equal to or exceed
5; I or when recommended by the Soils Engineer.
Competent earth
Natural ground
0
o �
2' minimum F��\Sr moler
uns�11ab1e
aemove
4' typical
---�� Keyway 10' '
typical
(� Grade for sheet flow I�----- -12� minlmum (keyway Inclined 2% minimum Into slope)
or provide paved
drain.
Benched Fill Over Cut
Competent earth
mote
2'minimum / Remove u
su`top�e _
4� typicol
Natural � //
10' typical
Keyway
cu\ 121 minimum or stability equivalent per soils
engineer recommendation(keyway Inclined 2%
Into slope).
Cut slope jo be constructed
prior to p acement of fill.
Elsinore City Center
G. A. NICOLL A ASSOCIATES Dote' May, 1990
EARTH SCIENCE CONSULTANTS B419 f 2 G-4
Fipurr NO'
4191-0
SCALE ,•=200•
LIMITS OF GRADING
r — --� \ LEGEND SYMBOL
I \ LIMITS OF GRADING AREA OF TOPSOIL AND SLOF£WASH r—
O \ TO BE REMOVED ENTIRELY . . . . . .
AREA TO OVER EXCAVATE TO A DEPTH
OF ,O FEET BELOW FINISH GRADE
ELEVATION
•4� u
� o m � o. e o 0o Qom i
g - - LIMITS OF GRADING
ao c � Q ooeo ;o
0 0
GRAPE STREET
AREAS OF OVEREXCAVATION
APR 131993
330 a:.HIC;3O AVENUE
RIVERSIDE,CALIFORNIA 92507